ML102871016
| ML102871016 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 09/20/2010 |
| From: | Giometti B Progress Energy Co |
| To: | Office of Information Services |
| References | |
| FOIA/PA-2010-0116, CR-N1013-104 EC 75218, Rev 0 | |
| Download: ML102871016 (247) | |
Text
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 279 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Global Display Sections for Member Calcs 13 MaxInternal'Sections for Member Calcsm 199, Include Shear Deformation Yes Iiblue~arihg
.~ 'Yes<
Area Load Mesh (inA2) 144 Mecj Tolera6cd:(ifi)1 P-Delta Analysis Tolerance 0.50%
Vertical AxisY IHot Rolled Steel Code [AISC: ASD 9th ColdFormed Steel Code.- [AISI 99:,ASD Wood Code I NDS 91/97: ASD WooddTernperature - ,,., 10OF Concrete Code ACI 2002 Number of Shear Regions 14 Regimn Spacinglncrement (ir) 14 Biaxial Column Method I PCA Load Contour Parme Beta Factor (PCA) 65, Concrete Stress Block Rectangular Use:Cracked Sections, Yes -
Bad Framing Warnings No UhuedWanins<1 orc ;' A es Hot Rolled Steel Properties Label E [ksil] G [ksi] Nu Therm (\1E5 F) Density[k/ftA3] Yield[ksi]
1 A36 Gr.36 29000 1 11154 .3 1 .65 .49 36 2
3 A572 Gr.50 A992 29000 29000 I1 ,11154 11154
.3
.3 1
1
.65 '".49
.65 .49 1 50 50 5 A500 Gr.46 29000 1 11154 .3 1 .65 .49 46 Material Takeoff Material Size Pieces Length[ftl Weight[K]
1 Hot Rolled Steel 2 A36 Gr.36 C6X8,2 6, . ' 29.6 .2.
3 A36 Gr.36 C8X1 1.5 2 16 .2
~
4A6GL3 IX2X' 2 .A32' . '.
5 A36 Gr.36 L3X3X4 8 75.9 .4
,6 A<~A36 Gr.36 S10X25.4K ~ '3,<1 . 37.5 11 7 A36 Gr.36 S12X40.8 2 40 1.6 8: A36 Gr.36 <I W10X39 " 2' 40 1.6 .
9 A36 Gr.36 W4X13 4 55 .7 A36 Gr.36 - W6X12 *. 8 I 63.4 <1 .8 11 A36 Gr.36 W6X20 6 I 64.8 1.3 Total HR Steel>. ,t - 43 . 454.2, 7.8 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A n2 111 in4 zz in in 1 USLUNG EQUIV. W10X39 I Beam 2 " BASE 6X20 W6X20 I Beam Wide Flange A36 Gr.36 Typical Wide FlangeIA36 Gr.36 ]Typical 11.5 5,87 45 18.3 2*9 41.4
.98
.24" 3 BASE 6X12 W6X12 Beam Wide FlangeIA36 Gr.36 Tyical 3.55 2.99 22.1 .09 4 COLUMN I W4X13 Beam Wide FlangeIA36 Gr.36 Typical 3.83 3.86 11.3 .15 5 VBRACE I L2X2X4 Beam Wide FlangeIA36 Gr.36[ Typical .938 .348 .348 .02 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 11 Attachment "B" Calculation CR-N 1013-100 (Page 139 of 219)
Z16 Page 279 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 280 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Hot Rolled Steel Section Sets (Continued)
Label Shape Tvpe Design List Material Desian Rules A rin21 Ivv [in4l Izz in4 J fin41 6K" XBRACE< L'3X3X4' ~B'ai i ',,Vide Flange A36 GrJ'36ITypical 1.44 1.24~' 1.24 .032 7 TOEPLATE C6X8.2 Beam W'ide Flange A36 Gr.36 Tipcal 2 9 31 0 ROOFAENE dUlMV ~S12X 4 08' ~Bepiti, ý.ieFnaA6 r 2.4 .69, .613 .08 1_8 yia 12 1~3.6' 'i272'~ 1~757 19 lROOF TIE C8XI1i5 Beam W.ide Flange-A36 Gr.36~ T li cal 338 1.32 - 32.,6 13 1_0_ ~ROOFCROSS 'S1iX2 15A 'Bear' K Wide lr, g A.36 'Gr36 .T Tic '746 K6.79. '124 6 Member PrimaryData Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 "USLUNG EQU. Beam IWide Flange A36 Gr.36 Typical 2M2 N' G Beamn 'Wide Elange _6Gr36 T a-3 M3 N3 N39 BASE 6X12 Beam IWide Flange A36 Gr.36 Typical 4 ----M4 N N27 '> 77' BASE 6X1 2 /Beam, Wide FlangeA36 Gr_36 Typbical~
5 M5 NI N6 90 COLUMN Beam lWide Flanqe IA36 Gr.36 Typical 7 M7 N2 N7 90 COLUMN Beam IWide Flange A36 Gr.36 Typical 8 1 N4. .M7N7 990. +.COLUMN, . Beam
_ Wide, Flange I A36Gr+36 TypicaLi 9 M9 N1o N17 VBRACE Beam Wide Flanqel A36 Gr.36 Typical 10 ------ ý 10 N,.0 IN18\,,'< K VBRACEK B*am WideFlange A36 l Gr_36 Typ.cal 11 Mll Nil N17 . XBRACE Beam Wide Flancel A36Gr.36 Typical 12 M121/4 N1 3 N15 77:K :'-XBRACE" *Beam Wide Flange A36 Gr.36 TYyicaL' 13 M13 N12 N18 XBRACE Beam Wide Flange A36 Gr.36 Typical
__ M14K 1 N6+K:)-K +X
.7>BRACE' ++Be'am++WideFanti*ige6 +A'36*G+r.36+ Ty .............
15 M16 N20 N19 BASE 6X12 Beam Wide Flanqe A36 Gr.36 Typical 16 M1i6+
+8 +1 ... N19 -N5 7 ASE' Bea Wide Flange A36_Gr36-- Typical 17 m M17 N41 T N21 . BASE 6X20 Beam Wide Flanqe A36 Gr.36 Typical
_N_8'1 N36 1KBASE '6X20' Beaml Wide Flange "AGr.36' 6 'ýTypical' 19 M19 N42 N25 BASE 6X20 Beam Wide Flange A36 Gr.36 Typical 20' " M20 N10 ;N37A > 1BASE 6)2'0( 1 Beam Wide Flanie *36_G-36
-r .36'Tyical.
21 M21 N29 N38 BASE 6X12 Beam Wide Flangle A36 Gr.36 Typical 23 M23 N44 N40 BASE 6X20 Beam Wide Flange A36 Gr.36 Typical "24 M4 N435 N34IK KK771 BA85'6Xi2 l Beamr Wide Flangp A36 Gir,36-yia 25 M25 N44 N41 TOEPLATE Beam Wide Flange A36 Gr.36 Typical 26 M26 N39 N40 1K807 TO'EPLATE- Beam Wide Flange A36 Gr.36 ;T*ypical) 27 M27 N40 N38 180 TOEPLATE Beam Wide Flangle A36 Gr.36 Typi*ca C3l 8 M28 N38 31N7"""'1807 TO E P -LATE 3m+-Wide Flangg A36 G:36 Typicl 29 M29 N37 N36 180 TOEPLATE Beam Wide Flange A36 Gr.36 Typical
.. M30
-.-.-- . N367 N5 180 00 TOEPLATE Beam Widme F Tyi6r'l 31 M31 N46 N45 BASE 6X12 Beam Wide Flange A36 Gr.36 Typical 32- _.,M32----* 'I8N48" 7N)7*8i7 )K+.ff+f4 1/2 BASE 6X12 'Beam W'de W Flange A36nGr36+ 4 Typical 33 M33 I N51 N53 ROOF CROSS Beam Wide Flange A36 Gr.36 Typical
- 34. N55K ',N57/' 4 /7/ 77 ROOF.CROSS .. ........ + Bearnm
.... mljq
- i++fE +rg t;A36 G[r+36+ *Tic.. li~ l 35 M35 T N9 N8 ROOF MAIN E.. Beam \Wide Flanqe A36 Gr.36 Typical
¢'36 '7+M364-+ I N7 N6 ' + +K .. ... ROOF*MAJIN E . Beam- 'Wide Flange l A36 Gri.36
- Typical 37 M37 N60 N59 270 ROOF TIE Beam Wide Flangel A36 Gr.36 l Typical N62 .. N61"-, K' 27,0 -ROOF TlIE+ Wide.Fladae - A36 Gr
.Bean. _... ...
39 Mg39 N9 N64 XBRACE Beam Wide Flange I A36 Gr.36 I Typical 407ao++; N7 N64 +46 >ýIBRACEt# +BeamnW& iitFlange*+ ýA36 +Gr.,+36 'Typ!ic'al*i 41 M41 N8 N63 XBRACE Beam Wide Flange A36 Gr.36 1 Typical 1 42's M42- l ~N6-' -N6.3 )(XBRACE' 8'&nWide Haneg KT ic-'
43 M43 N65 N67 ROOF CROSS Beam Wide Flange l A36 Gr.36 Typical RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 12 Attachment "B" Calculation CR-N1013-100 (Page 140 of 219)
Z16 Page 280 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 281 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: C(C Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] TIC Only Physical TOM Inactive 1 M1 Yes Yes 3 M3 BenPIN I Yes 4 M4 ý;36BenPIN,-- BenPIN ' ,X - . . Yes '.. -'
5 M5 I BenPIN BenPIN Yes 6 6 1 Ben PIN j.BenPIN T. 1Yes --
7 M7 BenPIN BenPIN Yes 8 M& . BenPIN,,
- BenPIN K.. t. Yes' 9 M9 BenPIN I BenPIN Yes Yes 10 :M10' `BenPIN BenPIN I _._'_ Yes .' Yes.
11 M11 BenPIN BenPIN Yes Yes 13 M13 BenPIN BenPIN Yes Yes
,14- <M14~ 136WIn~N, BenPIN7 /K!>~ Yes~ Yes",
15 M15 BenPIN Yes 16 'ýNM16- ' J BenPIN "Ys7, 17 M17 I BenPIN Yes I 18 -,M18 F BenPIN . IY¥S1ZZ."
19 M19 I BenPIN BenPIN Yes 1 20 M20 1IBenPIN TI .Yes.
21 M21 I BenPIN Yes 22 M22: , BenPIN BenPIN Yes" 23 M23 Yes I 24 M24'. BenPIN BenPIN Yes 25 M25 BenPIN BenPIN Yes 26 ":M26-. BenPIN BenPIN YeS 27 M27 I BenPIN BenPIN Yes 28 M28 TBenPIN BenPIN Yes 29 M29 BenPIN BenPIN Yes 30 M30 '3> BenPIN B'enPIN - Yes 31 M31 BenPIN j BenPIN Yes 32" -M32,2, BenPIN I.BenPIN-' Yes 33 M33 BenPIN BenPIN Yes 34 M3N3 BenPIN I BenPIN -Y s. ..
35 M35 BenPIN BenPIN Yes 36 M36- J BenPIN I: BenPIN '___Yes -
37 M37 BenPIN I BenPIN Yes 38 M38ýý- BenPIN 'II BenPIN Yebs 39 M39 BenPIN I BenPIN Yes 40 M40",~ BenPIN 1: BenPIN, .'_____Yes 41 M41 -BenPIN I BenPIN Yes 42 ;4>M4:2 El<'e-nPIN ~ BnI'~P_________ e 43 M43 BenPIN _____ ____ ____ Yes ________
Joint Coordinatesand Temperatures Label X [ftl Y [ft] Z [ft] Temp [F1 Detach From Diap...
1 N1 2.75 0 20 I 0 2 ý-. :-N2 2.75 ' :0 0 [ "0 3 N3 10.75 0 20 I 0 4 N4. 10.75', 0 0 T 0 5 N5 .125 0 2 1 0 6 N6 2.75.- . p13.75' 20 . -0, _
7 N7 2.75 13.75 0 0 8 N8 10.75 '13.75 20 I-1 0
.9 N9 10.75 13.75 0 0____
RISA-3D Version 7.1.3 [M:\...\...\.. \ ...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 13 Attachment "B" Calculation CR-N1013-100 (Page 141 of 219)
Z16 Page 281 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 282 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: C.C Joint Coordinatesand Temperatures (Continued)
Label X [ft] Y[ft]l z Zifti Temp]PF Detach From Diap
- 10 .... *.- *;N10 " '10.75 0 .. 10 0 11 N11 2.75 2 20 0
'12." 1"': :N12 ý2.75, "2' . 0 0 13 N13 10.75 2 20 0 14N14 '" 10.75 . 2. 0: 0 15 N15 2.75 12.5 20 0
'16 *' N16 2.75" 12.5 0. ý 17 N17 10.75 12.5 20 0 18 N18 10.75 12.5 [ 0.- 0 19 N19 2.75 0 1 1.5 0 20 N20 10.75 0 1.5' A ;,,0 21 N21 2.75 0 4.5 0 22 N22 10.75 0 4.5 0,ý,
23 N23 2.75 0 6 0 24 N24 10.75 0 " 6 0 0[
25 N25 2.75 0 8 0
- 26. N26 10.75 0 [ -8, ," 0.
27 N27 2.75 0 10 0 29 N29 10.75 0 12 0
-,0N30' 2.75, 0Q [ .14.5- 1' 0 31 N31 10.75 0 14.5 0 32 ' N32 2.75 0 1 33 N33 10.75 0 16 0 34 N34 2.75 0 { 18.5-35 N35 10.75 0 18.5 0
, 36 N36 .75 .0 6 0 , ________
37 N37 .75 0 10 0
[38, N38 . 7 12 . 0~
39 N39 0 0 20 0 40 N40 13.0 0 16. 0 41 N41 13.25 0 4.5 0
<42 ~ N42 ' . T3.25. 0 8 0.~
43 N43 13.25 0 14.5 0 44ýN44ý ~' .2iI:' 16>4'f 0 45 N45 2.75 13 0
-46 K ~ N46 .1/4 <10'.745 h~K 13 0 ~~
47 N47 2.75 13 20 0 48 *..,.;; L N48 i '-710
. ;:,*,.*;075"$ ' ",4*' 13, ',:
"".* '*20i*
49 N49 8.75 0 8 0 50, . N50 8:575'. " 0 . , 16 0 51 N51 13.5 13.75 0 0 52' ,N52 - 12.167, - 13.75 0 .. '0.
53 N53 0 13.75 0 0
,54 ': ' N54 .. 1.333 13.75, , 0 55 N55 13.5 13.75 20 0 5657 N5N56 . 12.167 "' 13.75 ' " ' :20' 0 57 N57 0 13.75 L 20 I 0
.58 ..... ' .... N58 * , 1.333,' 13.75 I. 20 '.
59 N59 2.75 13.75 4.167 0 60 N60 ' 10.75 13.75.' 1 4.167T., ','0 61 N61 2.75 13.75 15.833 0 62 N62 10.75 13.75 15.833 '1 0.
63 N63 6.75 13.75 15.833 I 0 64 N64 6.75 13.75 4.167 0 .'
65 N65 10.75 13.75 10 0 166 N66 2.75 13.75 1 10 .0 '0 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 14 Attachment "B" Calculation CR-N 1013-100 (Page 142 of 219)
Z16 Page 282 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 283 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CFC Joint Coordinatesand Temperatures (Continued)
Label X [ft] Y [ft] Z [ft] Temp [F1 Detach From Diap...
67 N67 25 13.75 10 0
.68 " 'N68 065 .7,25. ,20" ' 0 69 N69 6.75 7.25 0 0 Joint Boundary Conditions Joint Label X [k/in] Y Ikin] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ftrad 1 N6 '__
Z Rot.[k-ft/rad] Footing 3 N8.
5 N39
.6 N51 5V _______
7 N52 Reaction 8 .N53_ _ _
9 N54 Reaction Reaction Reaction 10&. :';N55 - *t;;i:,t't { *
- 11 N56 Reaction Reaction Reaction 13 N58 Reaction L14 N59% ______
15 N60 _
117 N62 j _
Hot Rolled Steel Design Parameters Label Shape Length. Lbyyffl Lbzzjft] Lcom to... Lcomb. Kyy Kzz Cm.y'Cm-zz Cb Function 1 M1 USLUNG... 20 Seqmenrt Se ment T I Lateral 2 M2.' : USLUNG.. 20- S Ster ".. Later6mal 3 M3 BASE 6X... 10.75 Seqment Segment Lateral
'4.,:m4 BASE6. .S ~et;~1<2K Sget-. LaterlP 5 M5 COLUMN 13.75 Seqment Lateral M6 COLUMN j",:5,d ~'Lafei~lgf 1
7 M7 COLUMN 13.75 Segment Lateral
.8 M8Y OLUMN' 13.75 5,edjjept. >'"-~.,~A , 'Lateral' 9 M9 VBRACE 16.008 Lateral 10 " M1I0 VBRACE 16.008' ,">,x' . '" .- .. ':-.'".,. , ' ; - : Lateral 11 M11 XBRACE 13.2 I I Lateral 12 .. M12 XBRAOE 13.2 , . . , : .-. I i Lateral 13 M13 XBRACE 13.2 I Lateral 14 M14 XBRACE 13.2 - - - L Lateral 15 M15 BASE 6X.. 8 Se mentent I Lateral 16 M16 BASE 6X.. 2.672 Segmenti Seqmentl . I ___ Lateral 17 M17 BASE 6X.. 10.5 ISeqmentl Segment _ I Lateral 18 M18 BASE 6X.. 10- Segmentl ' Segmentl - _ _ 1 , ___I Lateral 19 M19 IBASE 6X..I 10.5 Segmentl Segrmentl I I I Lateral 20 M20 [BASE 6X..T 10 Seament Segmentl " . ' 1 _. Lateral 21 M21 BASE6X..I 10 ISe:mentl Seqmentl I I I Laterall 22 *M22 IBASE 6X.. 10:5. Sedmentl , Segmentl, 1] -.. . '__ Lateral 23 M23 IBASE 6X..I 13.25 ISeqmentl Segmentl I I I Lateral 24 M24 BASE 6X.. 8., Segmentl . Segment _ .- _ Lateral!
25 M25 TOEPLA... 11.5I Lateral!
26 M26 lTOEPLA... 4 ' I ' __"____ '__'Lateral 27 M27 ITOEPLA... 4.07 ! I I Laterall 28 M28 ITOEPLAO... 2 - -. _i .. . ___ " Laterall 29 M29 ITOEPLA..44. _ _ L aea RKIM-3u version 7.l.3 LIVA
\..\..
.. wesgn
.. iR 3-14 E113i-i20 WOuiRK t-'LI.2Ux12.r~idj iJ-iU0 Page 15 Attachment "B" Calculation CR-N 1013-100 (Page 143 of 219)
Z16 Page 283 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z76, Page 284 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Hot Rolled Steel Design Parameters(Continued)
Label Shape Length... Lbvv[ftl Lbzzlfti Lcomp to... Lcomo b... IKy. Kzz Cm-cm-zz Cb swazway unction L,30, , M30;.:'ý TOEPLA**<4049, ' >,,' * . L. ael 31 M31 BASE 6X.. 8 Seqmentj Seqment ___ Lateral
- 32" "tM32. SAS-eT.-8entl Ltea 33 M33 ROOF C... 13.5 Seqment - Lateral 34 M -34, ROOF C... -13.5-s Sec tK.W:ht' ------- __ ------- Later~l"'
35 M35 ROOF M I 20 Segment __Lateral 36 M36 ROOF'M... ~20 S6 rrent -__Larl 37 M37 ROOF TIE 8 I Lateral 38 M38 ROOF TIEI' 8 .. ... .:. _ I . Lateral 39 M39 XXBRACE 15.7761 I I Lateral 40 M40 XBRACE 5.7761 1 __- ......"- I i I " Lateral 41 M41 XBRACE 5.7761 1__ _ { Lateral 42 M42 ;ýXBRACE] 5.77611 1 , ' _ . Lateral.
43 M43 ROOF C...l 10.5 ISeqmentl i _ I Lateral Joint Loads and Enforced Displacements (BLC 4: HYDR RAM #1)
Joint Label L,D,M Direction Magnitude[(kk-ft), (inrad), (k*sA2/f..
F71 ! N67 L Y -10.75 Joint Loads and Enforced Displacements (BLC 6: SPIDER BASKET)
Joint Label L.D,M Direction Magnitude[(kk-ft), (in rad) (k*sA2/f...
N51 L Y -1.25 2 ~~N55, L'* -. 5 Member PointLoads (BLC 5: HYDR RAM #2)
Member Label Direction Maqnitude[k.k-ftl Location[ft,%]
1 M43 Y -10.75 4 Member DistributedLoads (BLC 8: BLC I TransientArea Loads)
Member Label Direction Start Magnitude k/ft,.. End Magnitude[k/ttd... Start Location[ft.%.. End Location[ft,%].
1 M17 Y -.111 -.111 0 1.05 2 M17 ~ "V2 -. 1 .11" . 5 f9 2i._1 3 M19 Y -.444 -444 0 1.05 4mi M1 ý*'...-333 -333,~ 0 _____
5 M22 Y -.333 -.333 0 1.05 6 M ,( -.169 -.169 ' 21 . . 3.15-7 M22 Y -.222 -.222 1.05 2.1 8 M22 , Y, -.169 -. 169 . 2.1 . 315 9 M4 Y -.051 -.051 0 .8 10 M4 ' Y -.025 -'-.025 .8 1.6 11 M4 Y -.051 -.051 1.6 2.4 12 M4 , Y I :-.051 -.051 24 1 3.22 13 M4 Y -.025 -.025 32 4 14 ,-M4 ',J'r ' ..051 -. 051 . 4 15 M4 Y -.025 -.025 48 56 16' M4 Y -.051 '-015.6 ___ __
17 M4 Y -.051 -.051 64 7.2 18 :
- M4
- ii*i{: :*:2:25::
-Y : ;;:*:!:*025 2 * / : 7.2 : i, :::;t: C8*:;
19 M15 Y -.152 -. 152 0 .8 20 MiS I Y -152 < -.1~52: _____
121 M15 Y -203 -.203 1.6 2.4 22 M15 I yY -.152 ,, -.152' 2.4 3.2,,.,
23 M15 I Y -.152 -.152 3.2 4 RISA-3D Version 7.1.3 [M:\ ... ...
\ ...
\ \Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 16 Attachment "B" Calculation CR-N 1013-100 (Page 144 of 219)
Z16 Page 284 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 285 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC" Member DistributedLoads (BLC 8: BLC I TransientArea Loads) (Continued)
Member Label Direction Start Magnitude /ft,.... End Maqnitude k/ft d... Start Location [ft%1 End Locationift,%
24 1 MIM15 I - :: . -. -152 - , - :, -. 152 , '4 4.8 'W-25 M15 Y -.152 -.152 4.8 5.6 26 'Mi Y5 -20 -203 5 4 27 M15 Y -.152 -.152 6.4 7.2
ýi28: M 151~& ~xl.3/4 1K<
52 _162' 7.2' 8 "'
29 M17 Y -058 -.058 2.1 3.15 30 1MIT.Y, . -1*'.35". -. 135 ' ;" 315" ,
31 M17 Y -.116 -.116 4.2 5.25 32
- M17 *
- Y" '-.116 ,-.116 5.25 6.3 "
133 M17 I Y -.155 -.155 6.3 7.35 34 " M17 I Y ' .,,-.116. -.116 . 7.356.4 35 M17 _ Y -.116 -.116 8.4 9.45
'36 "" M1 Y.*L'3/412_'f'"'-'22 ~ _0 37 38 M18 M18 II Y Y
-.122 122
-.122
-.122 2 1 2 3
39 M18 I Y -.122 -.122 3 4
.40 1 <M18 Y 1A22. ~-,122 '4. 51.
41 M18 Y-.122 -.122 5 6
~ ~~4~~
,42' 43 44 22 M9
.Mi9 M19 }.Y .Y Y2 .135 116 116
-1353
-.116
-116 3152 4.2
.5.25 ,
5.25 6.3 45 M19 Y -.155 -.155 6.3 7.35 46 ,'M20 I Y -:.162- -.162 0 'I. 1 47 M20 Y -.162 -. 162 1 2
, M20, [,.Y ,-.162, - ', ,--162 2, 3 ,
49 M20 Y -.162 -.162 3 4 is0 ~'M0'Y -. 162 '. -12.2'~'45 51 M21 Y -.122 -.122 0 1 52 M21 Y 1 -.122 L.122 1" 2 53 M21 Y -.122 -.122 2 3 54 'M21' I Y* '-.122 -.122 ' 3 I 4 55 M22 Y -.135 -.135 3.15 4.2
ýýý56,'I M22. .2 ~Y.: ~Y2i14
-. '6 221 2.7~'.42? 62 57 M23 Y -.184 -.184 2.65 3.975
'_58 ,'.M2" 2 Y -153 . "-".153, : '.3.975.
3: 5.3' 59 M24 Y -.127 -. 127 0 .8
.60 ' ' M3 y -038 ",'1-.038 0 ' 1.075 61 M3 Y -.038 -.038 1.075 2.15
[<6.~M3 [ Y ,'-038, ~ .38. ' 215 8 .225 "
64M3 Y-07 "'-:05738 ' ".315'I .535' 63 M3 Y -.038 -.038 3.225 1 4.3
_64 ,} M3ý,* t * -
- Yý.... tc: -.057 :0 7 "'?;:7 :*4.3""" _?%*. ,"-'% " 1- .,5.375 2 1, 65 M3 Y -.038 -.038 5.375 6.45 66 M3 1' Y 1 --. 038-.038 ' 6.45 1' 7.525 67 M3 Y -.102 -. 102 7.525 1 8.6 68 . M17 Y ; . ' -. 116 . . -. 116, . 9.45 ., :'. 10.5 69 M18 Y -.122 -. 122 6 7 71 M19 Y -.116 -. 116 7.35 1 8.4 72 1 . M19 [ "Y ' <",116
-. _-.116 8&.4 '.' . 45 -.
73 M19 Y -.116 -.116 9.45 10.5 74 .M20 .,- Y ", -:.162 . -. 162 ;, 5' i 6..'
75 M20 Y -.162 -.162 6 7 76, AM2 .,Y-.162,,. ~ ~162-. .". 78.i" 77 M21 Y -.122 -.122 4 5 78 "M21 Y -122 ' -. 122 "
' 5 6 79 M21 Y -.122 -. 122 6 7
[80 M21 'Y -.122 -'.122 7 8 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 17 Attachment "B" Calculation CR-N 1013-100 (Page 145 of 219)
Z16 Page 285 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 286 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Member DistributedLoads (BLC 8: BLC I TransientArea Loads) (Continued)
Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d.. Start Location[ft,%o] End Location[ft,°]_
81 M22 Y -.11116116 525 6.3 82 1 NM22 7' -
>;155 -15565. 63'75 83 M22 Y -.116 -116 7.35 8.4 84M2Y -. 116 -116. 8.4 9.45' 85 M22 Y -. 116 -.116 9.45 10.5 87 M23 Y -.184 -.184 6.625 7.95 88 I M23 ' Y ' -.1531 . -.153 7.95 9.275" 89 M23 Y -.153 -.153 9.275 10.6 90'o, M24', 7 'Y7.kt11 : '1 91 M24 Y -.152 -.152 1.6 2.4 92 .M24 Y -127
- -*127 2.4- 3.2 93 M24 Y -.101 -.101 3.2 4
'94s'* M24 "]' :'Y><" ;42 127 '-.2* 7.4ý, 4 48 4.
95 M24 Y -.101 -.101 4.8 5.6 96 - M24 - Y . . .152 -.152 " 5.6 6.4:-
97 M24 Y -.127 -.127 6.4 7.2 99 M3 Y .-124 -.124 86 9.675
ý100 M!23. , Y, -.268, -:268 .10.6 1 11.925 101 M23 Y -.236 -.236 11925 13.25 103 M21 Y -.178 -.178 8 9 104 M21 . Y :" --.18 -.18 9 10 -
105 M27 Y -.055 -.055 2.442 2.849 1,064, M27 -055 7' ', >73.256-1
'.055,-,,: 3.66347 107 M18 Y -.307 -.307 8 9 1081 M18 . Y -.276 -.276' 9 10io 109 M20 Y -.195 -.195 8 9 110 , M20',:Y4., 1,95 -. 195 , 10'i ill M16 Y -.179 -.179 0 .267 2M16 Y .179 -. 179 .267 .534, 113 M16 Y -.179 -.179 .802 1.069
-114 16-.'~ -- 419 " ~179'1"060f. U~.-336-67ý 115 M16 Y -179 -179 1.336 1.603 116 M16Z -09 ' -09 .603 ' 8 7.T871 117 M16 Y -.09 -.09 2.138 2.405
, 118 % ,M16,IýF-ý,. Tl-,'Y -.243 '-.243,' 1.87A " . 2.138' Member DistributedLoads (BLC 9: BLC 2 TransientArea Loads)
Member Label Direction Start Magnitudefk/ft... End Maonitude[k/ft.d... Start Locationfft,%Y End Locationift%]
1 M17 Y -.027 -.027 0 1.05 2.027 ' --.027 ' 1.05 . 2.1 3 M19 Y -.11 -. 11 0 1 1.05
.4" M19 . Y .082 -.082 1.05
- 2.1,:
5 M22 Y -.082 -.082 0 1 1.05 M1___ 0 '42" '-.042Z', .1,: 31 78 1 ý'-' M22
-22 ,,% Y
'Y :t, .-.-0042 55 -.055
- 042
.. 1.05 I 2.1 2.1::,: .5 9 M4 Y -.013 -.013 2 .2 11 M4 Y -013 -.013 1.6 2.4 12 13 M4
_M4 LY Y -.-.006 013 --.
I 013
-.006 " 2.4 3.2 ' 3.2 4
...... 013- 4"M 15 M4 Y -.006 -.006 4.8 5.6
[16 1 M4 I Y 1 -.013 -.013 5.6 ' 6.4 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 18 Attachment "B" Calculation CR-N 1013-100 (Page 146 of 219)
Z16 Page 286 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 287 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Member DistributedLoads (BLC 9: BLC 2 TransientArea Loads) (Continued)
Member Label Direction Start Magnitude[ kft,... End Magnitude[k/ftd.. Start Location[ft.%] End Location[ft,_%]
17 M4 Y -.013 -.013 6.4 7.2 18 M Y% -006 -':'.606i t:~"<'2 ~
19 M15 Y -.038 -.038 0 .8 20 . I -0388' -,0,'. .8
.M15 1.6 21 M15 Y -. 05 -.05 1.6 2.4 23 M15 Y -.038 -.038 3.2 4 24 M15 I Y -038' 03884 4.8 25 M15 Y -.038 -.038 4.8 5.6
.26> 'M5 Y -'.05. ' -'.05' '5.6 &4, 27 M15 I Y -.038 -.038 6.4 7.2 28' M1'5,, .'y Y -.038 -.M038v 7.2'.7 -8 29 M17 ' Y ' -.014 -.014 2.1 3.15 30 M17 I' Y , -.033 . -.033 3.15iv 4.2 31 M17 +/- Y - -.029 -.029 4.2 5.25 32'~:2K.M17 """ f'"K 'K YK -.029-2 '~:.-.029. "9K5.2 5 " 6~3.8~
33 M17 I Y -.038 -.038 6.3 7.35 34 M17 I Y * -.029 " ,.K029 7.35' .- 8.4 35 M17 I Y -.029 -.029 8.4 9.45 368M1. 03 37 M18 Y -.03 -.03 1 2 389 ; M18 ':Y____ 03 -03.2
-.-. 31 ')
39 M18 Y -.03 -.03 3 4 40 M18' Y ' -.03 " - 03 4, 5, 41 M18 Y -.03 -.03 5 6 42K. .M119 Ii Y [ 03 "~ 3.15 4 43 M19 Y -.029 -.029 4.2 5.25 44 'M19 - Y -.029 -'.029 5.25 6.3 45 M19 I Y -.038 -.038 6.3 7.35 46 . M20 I- ýY --04 -'04 0. 1 47 M20 -Y --04 --.04 1 2
.48'- ~ .M2'0." ' .Y 2 49 M20 Y -04 -.04 3 4 50, " M20,-' -.04 -'.04 4 -5 51 M21 Y -.03 -.03 0 1 53 M21 Y -.03 -.03 2 3 54 "' M21, ".Y '-.03 ". .03 ' .- 4-55 M22 Y -.033 -.033 3.15 4.2 56 M22 ' ' Y -.029' -.029 4.2 , 5.25 57 M23 Y 1 -.045 -.045 2.65 3.975 58': 9' 2K ' M23'."< ... Y -. 38.. -3.975 53" 59 M24 Y -.031 -.031 0 .8 60' M3 Y [ -.009 . .009 . 0 1.075 61 M3 Y -.009 -.009 1.075 2.15
-62 - M3ý.'. -:00 25 .225 63 M3 Y -.009 -.009 3.225 4.3 64 ' M3 -.014,' -*014 -'"'4.3'.-:.; 5:375.
65
[66 ":;"; .. iM3: M3 " 66 . ' YY :1 1.3..0 -.009
-.009 - i'. -.009
- 009 'i- .; 5.375 6.45 -}.',.. " 6.45
.7.525 7,525...,
[67 M3 Y -.025 -.025 7.525 8.6
[68. 9 iM1 7 " . <2">'t
-. 029 2'<.>K ' 9.45 '159)*
69 M18 Y -.03 -.03 6 7 70 M18 Y I -.03 -.03 ' 7 ' 8" 71 M19 Y -.029 -.029 7.35 8.4 72 -M19,,:': I", Y -.029. .. 029 ' 8.4 9.45 73 M19 Y [ -.029 -.029 9.45 10.5 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20xl2.r3d] Page 19 Attachment "B" Calculation CR-N 1013-100 (Page 147 of 219)
Z16 Page 287 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 288 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Member DistributedLoads (BLC 9: BLC 2 TransientArea Loads) (Continued)
Member Label Direction Start Maonitud [k/fL. End Magnitude k/ft d... Start Location[ft.%l End Locationlft,%1
,74 . M20 -- Y *' -.04 " -.04'- 5 -____6_
75 M20 Y -.04 -.04 6 7 76 20. Y -:04 .0 77 M21 Y -.03 -.03 4 5 782 . M1 .~03 ~ -3 )5> :
79 M21 Y -.03 -.03 6 7
'80 'M21 I Y.-.03 -.03. 7 81 M22 Y -.029 -.029 5.25 6.3
.82'.M2 Y ' " -038...J -.038 . 6.3 `7.35 83 M22 Y -.029 -.029 7.35 8.4
ý84~": 's M2 :,' Y -102
- 9 `~-"M9 ~'~'K 8.4Y '<94 85 M22 Y -.029 -.029 9.45 10.5 S86 .M23 1 Y -038 ' -.038 5.3 6.625 87 M23 Y -.045 -.045 6.625 7.95
-88 M23 1 Y -.038 ,' -.038 7.95 . 9.275 89 M23 Y --038 -.038 9.275 10.6 "90" .Y'M2. '"-w -025>'>' K-025-~ <'K .81 '..'.
91 M24 Y -.038 -.038 1.6 2.4 92 .'M24 -01-.031'. ' 24. 1 3 .
93 M24 Y I -.025 -.025 3.2 4 94 M24 I Y I -.031 .-.031 'I'.4.8 -`:~
95 M24 Y -.025 -.025 4.8 5.6
,96 '1 '<M24, _____ '.058 -.038<> 56 6.4:'
97 M24 Y -.031 -.031 6.4 7.2 98 ' ,'M24 1' Y '-.025 :" -.025°' ' 7.2. ,' /8 99 M3 Y -.031 -.031 8.6 9.675
- 100 <M23 Y i -.066
- -.066-',. 10.6
- 11.925 101 M23 Y -.058 -.058 11.925 13.25
.102 >.M3 ., .... Y. -031 -031 9.675' 10.75 103 M21 Y -.044 -.044 8 9
.14 : M21 'Y -.045 -. 4g.. .',9 . 1 105 M27 Y -.014 -.014 2.442 2.849 106 , - M27 . "'.. 1'Y -.014 .' -.014 ':" 3.256 . -.. 3.663 107 10 8 ., ,9,7,L M18 *S , I , "* . .... Y . .... -.076 -.076 . 8 . .. 9 109 M20 Y -.048 -. 048 8, 9 110' ~~2YM20,. ' ~ S -. 0486 -,<7
.048 7'<'.9 10_______
111 M16 Y -.044 -.044 0 .267 112 .:M16 Y . -044
-. ' . -.044." .267 ... 534 113 M16 Y -.044 -.044 .802 1.069 114 M16 Y '.. -. 044 '. -.044, .1.069, 1* 1.336 115 M16 Y -.044 -.044 1.336 1.603 117 M16 Y -.022 -.022 2.138 2.405
'118 M16 Y .' -.06 -.06' 1.871 2.138 Member DistributedLoads (BLC 10: BLC 3 TransientArea Loads)
Member Label Direction Start Magnitude[k/ft... End Magnitude[k/ft.d... Start Locationlft,%] End Location[ft,%]
1 M19 I Y -.231 -.231 4.2 5.25
- 2.. M19, 7 Y -
'346 -346 ' '525 6.3"'
3 M19 I Y I -.346 -.346 6.3 7.35 4 Mi9 .'1 Y i .231 ,' -.231 7.35 [ -8.4 5 M19 I Y 1 -.346 -.346 8.4 9.45 6 M19 ,' Y I -.346 -.346 9.45, 10.5 7 M20 Y I -.605 -.605 2 3-89 M20 .. Y 48 .--. 848' 43 4
[ 9 M20 I Y I -. 484 -. 484 4 5 RISA-3D Version 7.1.3 [M:\...\...\ ...\ ...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 20 Attachment "B" Calculation CR-N 1013-100 (Page 148 of 219)
Z16 Page 288 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 289 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CFC Member DistributedLoads (BLC 10: BLC 3 TransientArea Loads) (Continued)
Member Label Direction Start Manitude k/ft,... End Magnitude[k/fA... Start Location[ft,%l End Location[ft.,%
10 '.M20. -,.Y 605. .605 *5 5 6 M2 Y -.727 -.727 6 7 13 M21 Y -.848 -.848 3 4 14 .~. M21,-. .484 -484 4 5 15 M21 Y -.605 -.605 5 6 16M22 -- Y- -- -.461 '* ' .6' <.". ':4.2 5.25-*,
17 M22 Y -692 -.692 5.25 6.3 18 !'.,M23,. Y.-1'83 ý'7-.1183"' 3*.975, 1 5.3-ý 19 M20 I Y -.605 -.605 7 8 20 M21 Y 7
-727 -. 727 6 I 7 21 M21 Y -.605 -.605 7 8 22 .'22 2 Y
. -692. -.692 *x6 .63 7.35.
23 M22 Y -.461 -.461 7.35 8.4 241 M22:' Y' I -. 692' -.692 8.4 , -9.45 25 M22 Y -.692 -.692 9.45 10.5 26 M23 I Y. -:.366 ',-.366 - 5.3>1' :6.625" 27 M23 Y -.274 -.274 6.625 I 7.95 28' -'--- M2 M2866 .366"~ 79 1`275 29 M23 Y -.274 -.274 9.275 10.6 Member DistributedLoads (BLC 11 : BLC 7 TransientArea Loads)
Member Label Direction Start Magnitude[k/ft.... End Magnitudelk/ft.d... Start Locationfft.%] End Location[ft,%]
1 M17 Y -.137 -. 137 0 1.05
.2 <M17' Y_ _ _-.137 '-137 15 2 'i 3 M19 Y -.548 -.548 0 1.05 4 M19 I Y" -.411 -.411 1.05 2.1 5 M22 Y -.411 -.411 0 1.05 F6' M19 ,.208-. -.208 21 315 7 M22 Y -.274 -.274 1.05 2.1 8 ~ 2 .>.' -108: - .208' " 2.1">>' -23 9 M4 Y -.063 -.063 0 .8 10 . M4; ' Y -. 0311 -. 031 ' .8 1T..6 11 M4 Y -.063 -.063 1.6 2.4 312 1 4 Y ----. 063! - -M06 242 13 M4 Y -.031 -.031 3.2 4 15 M4 Y -.031 -.031 4.8 5.6 16 M4 ' Y .063 -.063 56 6.4 17 M4 Y -.063 -.063 6.4 7.2 18M4 Y 03 -.- 317 72 '8 19 M15 Y -.188 -.188 0 .8
[20 M15' '.Y '-.188 -.188 ý.'8, T.6 21 M15 Y -.25 -.25 1.6 2.4 22 'M15 I 'Y YK -.188 -.188 2.4' .."3.2 23 M15 Y -.188 -.188 3.2 4
,24 7 'Mi,5ý "YlJ> .2' 188 -188>' .f, 74k K .~<
4.8 25 M15 Y -.188 -.188 4.8 5.6 26FQ 7' Mi'15' Y'--.25 '-.25, 5.6' 6A.4 27 M15 Y -.188 -.188 6.4 7.2 28 ,M15 -. . Y :-.188 -.188 '. 7.2 ' 8 ,
29 M17 Y -.071 -.071 2.1 3.15 30 :M7-ý1. .4 Y -67 . "'7 '31 7 42' 31 M17 jY -.143 -.143 4.2 5.25 32 M17 Y -.143 -.143 5.25- 6.3 33 M17 Y I -.191 -.191 6.3 7.35 34 M17 Y I -.143 -.143 7.35 .,:,,8.4 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 21 Attachment "B" Calculation CR-N 1013-100 (Page 149 of 219)
Z16 Page 289 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z1 6, Page 290 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Member DistributedLoads (BLC 11 : BLC 7 TransientArea Loads) (Continued)
Member Label Direction Start Magnitude[kift,... End Magnitudefk/ft,d.. Start Location[ft,%] End Location[ft,%]
35 M17 Y - .143 -143 8.4 9.45 36 <2, M18 ' Y, ... " -.15 " .. 0"* . ;
37 M18 Y -. 15 -.15 1 2 38 'M 8Y 1 -15 2 3 39 M18 Y -.15 -.15 3 4 40 6-M 1 Y. -15 -1'5 45____
41 M18 Y -.15 -.15 5 6 43 M19 Y -. 143 -.143 4.2 5.25 44 , M19 [ Y 143 -. 143 7 5.25- 6.3 45 M19 Y .191 -.191 6.3 7.35
[46 ,.M20 Y" 2
- 2-.2 '0""- 1 47 M20 Y -2 -.2 1 2 49 M20 Y -.2 -. 2 3 4 50
- M20 .Y__ ;_ -.2 -. 2 4 5 51 M21 Y -.15 -.15 0 1 53 M21 Y -15 -.15 2 3
'54: M217~:.~ x'y' .C;j§2 :.K7>.252 3. ] ~§4~k 55 M22 Y -.167 -.167 3.15 1 4.2 56 I .2143
-M2y >*1.43 4252 57 M23 Y -.227 -.227 2.65 3.975 58 * ,M23' *-ý.. . ':;Y*:': ; -,189'.- ,:.::... - 189. .:'J,- . .. 3.975,ý, *ý-, ! .,5.3 .
59 M24 Y -. 156 -.156 0 .8
.6 M' -.047, -.047 1, 1.075" 61 M3 Y -.047 -.047 1.075 2.15 62 M3 I Y: -.047 -.047 2.15 - 3.225 63 M3 Y -.047 -.047 3.225 4.3 64 ' - .M3. I Y',.
Y .- :'-.07., , -.07 < :" : .375 5-4.3, 65 M3 Y -.047 -.047 5.375 6.45 66 -~ M3' -.047T-.4 6.45- 1 7T525-67 M3 -.126 -.126 7.525 8.6 68 .,M17 -Y i43 1 -. -A 43-.,: 9.45'.- 15 .5 69 M18 Y -.15 -.15 6 7 70-;.
.. 18;Y;9 ~'fiM2' ~<', ,-.156 -156' 4W'4.8 95 M24 Y -.125 -.125 4.8 5.6
'.6<<M24 """ .K-.188 " .1'88 'U"~5.6 '6.4 97 M24 Y -.156 -.156 6.4 7.2 98M24 Y'-.125 -.125 ' 28 99 M3 Y -.154 -.154 8.6 9.675 1100 . M23 .- Y 33 -.33. 10.6 11.925 101 M23 Y -.291 -.291 11.925 13.25 102"!, M3 , 'Y ' .154- .. 154: 9.675 j' 10.75, 103 M21 Y -.22 -.22 8 9 0'A 0 42 2< W ~YU. 223ý , -223" '.'9 10 105 M27 Y -.068 -.068 2.442 2.849
.106 . ' M27 ,Y N -. 068 .:068' 3.256,': . 3.663 107 M18 Y -.378 -.378 8 9 108 M18 : -Y -.34 -.34ý' .... , 9ý - 10 109 M20 Y -.24 -.24 8 9 10 '.M20 Y24 -. 24 9 10 111 M16 Y -.221 -.221 0 .267 112'1 M1 6-'!
M -f22'"' . - .22217 ,!267' ',~.534' 113 M16 Y -.221 -.221 .802 1.069
,114`7K- 'M16"'.<"2' -. 221 -:,222-1 1`060' -11 1336 115 M16 I Y -.221 *-.221 1.336 1.603 116V , M16 - Y 1111 -AL11 -1.603' , 1.871 117 M16 Y -.111 -. 111 2.138 2.405 1181 -1 M16 '.' Y 1 -1299 -.299" 1.871 "'. 2.138 Member Area Loads (BLC 1 : PLT DEAD LOAD)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psfl 1 N44 N41 N22 N33 Y A-B -64.89 N4`, ý -ý. "N1, Y _ _ _ _ _.8 3 N1 N32 N40 N39 Y A-B -64.89
- 4. -. N32 . '. N28 " N38 , N40:,' Y 'A-B :64.89 5 N28 N23 N36 I N38 Y A-B -64.89
. ,N23 N19 . 7,N5' . N36 Y5 AB -64.89
Member Area Loads (BLC 2: PLT LIVE LOAD)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]
1 N44 N41 N22 N33 Y A-B -16 2 -' "N3, ' N4 'N2 ",'J NI' . ' A-ýB ' '-16 3 N1 N32 N40 I N39 Y A-B -16 4 'N32 I N28. N38 I N40 Y A-B. -16 5 N28 I N23 N36 I N38 Y A-B -16 6 N23 7: N19 " ,N5* I N36. Y A-&B -167--l Member Area Loads (BLC 3: COILER/TENDONIPUMP)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psfl I 1 I N50 N49 N25 N32 Y A-B -322.92 Member Area Loads (BLC 7:5:1 PLT LIVE LOAD)
Joint A Joint B Joint C Joint D Direction Distribution Magnitudefpsf]
I1 N44 I N41 N22 N33 Y A-B -80.03 2 : N3 . N4 N2' N1i Y A-B' -80.03 3 N1i N32 N40 N39 Y A-B -80.03 RISA-3D Version 7.1.3 [M:\...\..\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 23 Attachment "B" Calculation CR-N 1013-100 (Page 151 of 219)
Z16 Page 291 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 292 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CFC Member Area Loads (BLC 7: 5:1 PLT LIVE LOAD) (Continued)
Joint A Joint B Joint C Joint D Direction Distribution Maqnitudeopsf]
14 1, N32 I -N28 ;N38.< :1 N40 . -'Y . A-B I:-80.03, 5 N28 N23 N36 N38 Y A-B -80.03 6'. N23 N19"5 N36 ,.A-By
.Y : 80.03o, Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity- Joint Point Distributed Area (Me... Surface 1 PLT DEAD LOAD DL 6 2 P1L4T LIVELOADb L ___ lfi __
3 COILER/TENDON/P... OL4 I 1 47 'HYDR;RAM#1 _ OL5' / U 1 7U:L<W 77 5 HYDR RAM #2 0L6 I1 6'.1 SPIDERBASKET LL 12__
7 5:1 PLT LIVE LOAD LLS _______ 6 8 BLC7 ,1 Transient Area.. None ' 1'8; 9 BLC 2 Transient Area.. None _ '__ 118 10 BLC,,3 Transient Area.. ,.None __. __ _______ ____, __ ____"-_ ____ --_ 29 _ ____..:,._ -
11 BLC 7 Transient Area.. None 118 1 I Load Combinations Description SoI...PD.. .SR...BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor 1 DL+LL Yes DL 1 ILL 1 I I I I I I I 2 DL+LL+COILER SETUP Yes Li. 1- 3 1 F I 3 DL+LL+RAM LOCATION #1 YesI I L1 1 14 11 I I I I I I I 4 DL+LL+RAM LOCATION #2 Yes Li 1 1_5 1 I1I _ ____-I__ I , I _- "
5 DL+5LL+COILER (5:1) Yes DL 1 LLS 1 3 1 Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Footings 1 DL+LL I Yes Yes Yes Yes Yes
.2 J.DL+LLT+COILER SETUP > Y l? s -:~s'Yes~ Yes Yes i 3 DL+LL+RAM LOCATION #1 Yes Yes Yes Yes Yes 5 DL+5LL+COILER (5:1) 1 1.33 I Yes Yes Yes Yes Yes Envelope JointDisplacements Joint X[inl Ic Y [in Ic Z [in] Ic X Rotation ...Ic Y Rotation .. Ic Z Rotation . Ic 1 N1 max .028 3 1 -.03 1 -.014 1 1-3.847e-3 1 4.476e-4 5 5.335e-4 5 2 min .008 1 _-.089: 5 -.05 5 1-1.216e-2 5 1.35ie-4' 31 2.222e-4 1-3 N2 max .026 3 -.027 1 .066 5 1.159e-2 5 -5.802e-5 1 19.446e-4 2 43 min .006 ii -. 074 15 .024 3 13.815e-3 1 -2.256e-4 51-4.553e5ý .1 5 N3 max .028 3 1 -.022 I 1 -.005 1 -1.083e-3 3 3.014e-4 5 1.342e-3 5 6 . min .008 1 1-.07 15 -.021 5 -2.956e-3 5 1.015e-4. 3:_'2121e-4 '4:
7 N4 max l.026 31 -.022 1 .007 5 2.672e-3 5 -7.537e-5 1 1.77e-3 5 8 . minF .006. "1." -.066 5 .003 2 1.094e-3 1 -2.285e-4 5-c :5.891 e-4 1 9 N5 max .021 3 -.122 I 1 .011 5 1.208e-2 5 0 1 5.13e-3 5 10 . min 1 0 5 .-.387 I 5 .006 3 3.981e-3 3 0 1 .485e- 3 1.
11 NQ max1 0 1 1 -.022 I 1 0 5 -9.858e-4 1 2.405e-5 5 1-9.906e-4 1 12 mini 0 51 -.067 I5- 0 3 -3.719e-3 3 9.013e-6 3 1-3.076e-3, 1 13 N7 max l 0 5 I -.02 I1 0 5 3.678e-3 3 -1.624e-5 3 I-9.327e-41 1 1 K14 min 0 1 -.056 .. 5i 0 3 9.448e-4 1 -4.326e-5 5 1-2.584e-31 5 1 1 15 N8 max 1 0 1 I -.019 1 1 0 3 -9.833e-4 1 -4.624e-6 3 2.931e-31 5 16 . mini 0 5 1 -.062-d 5 1 0 5 -3.648e-31 4 -1.225e-51 5-. 91077e-4.d1-RISA-3D Version 7.1.3 [M:\............\Desion\CR-N1013-104 L . . . . . .. * .......... .. .. BT3-120
.. ... WORK
......... PLT.20x12.r3dl
............ j Pane 24 Attachment "B" Calculation CR-N 1013-100 (Page 152 of 219)
Z16 Page 292 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 293 of 364 Company . Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CFC Envelope Joint Displacements (Continued)
Joint X [n] Ic Y in Ic Z in Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation f. Ic 17 N9 max 0 5 T -.019 1 .003 5 3.608e-3 4 -2.72e-6 1 2.507e-3 5
.18 ,min 0 . .053--
-i -5> "006 1 I 9.429e-4, 1 -7.278e-6 ' 5 8.73e4 19 N10 maxl .011 3 -.093 1 0 1 2.171e-4 2 9.751e-5 5 8.903e-3 5 20 Thin 7032 5 -.254 :5 '-005 A 2 I-2-594e-5 1 1i.2296-5 .3,!2.577d-3. >1' 21 Nl1 maxl .03 5 -028 1 -.012 1 3.051e-4 5 4.263e-4 5 1.84e-5 3 22 ,min ' m ,'o' .011 1: -086 -0 -'5043 15 8:363e-5 1, 1 .335ed4 ,3,13`0026454' 23 N12 max .026 3 -.026 1 .057 5 -1.418e-4 3 -6.556e-5 1 1.534e-5 3 24om.09
-071* .5:7.02 ,3 ý-3.96e-4.:,-'5--2.309er4 S .- 2':543"A '5 25 N13 max .019 3 -.022 1 -.058 1 -2.072e-3 3 1.416e-4 5 5.356e-4 5 26', , inin .002< 4 .+s069,1 5 .1 59 '"5 :51:.- 4:,346e-5: 3 1:953e-4 1
,'35.46263 27 N14 max .018 3 -.022 1 .148 5 5.561e-3 5 -1.761e-5 1 4.219e-4 5
"'28 m< 4 --. 059 :7058 '3, 2.0766',3; 3;:3-460:92,16-5 5' .. 73e 4 1 29 N15 max .003 3 -.023 1 -.001 1 3.227e-4 5 1.02e-4 5 2.49e-4 15 304 m1 o356- 1 09,3 3min " 1004 1 6 5, '0- 5 9.037e-56 -5 3.'566e'5e', 3" 9e0 195 4 .
31 N16 max .003 3 -.021 1 .007 5 -1.47e-4 3 -3.271e-5 1 2.e-4 3 32 mi 0' '.058* 5 .003
'1 , 3 -4.093e'4 5-9.249e-5:
51 5 7:92e-5 I1 33 N17 max .002 3 -.02 o0,' :4' >-063,7:51 " -.059 3 9.073e-3 5 -3.203e-5 1 1.229e-4 3 34 . mm
- m. .157 ' 5 3.4e-3 73 1:'1e5:5' -6.513e-6 5 35 N18 max .002 31 -.019 1 .158 5 -3.397e-31 3 7.062e-5 5 1.124e-4 3 36 . . mi 0 .. "1 --054'-- 5 .06 3, .8.979e-3 5 3.061e-e5': 3' -2'.255ep5j5.5 37 N19 maxl .025 3 -.098 1 .065 5 1.127e-2 5 -5.746e-5 1 9.008e-4 1 2 38 min .005' 1: -288 T, 5 .023,, 3 3.693e-3 L1 -2.263e-4 5::[-2.446e65 -11 39 N20 max1 .024 3 1 -.042 [1 .007 5 2.563e-3 5 -7.602e-5 1 1.792e-3I 5
[ 40 mini .005 1i -' '15 :003 2 1 1.04e-3 I1 -2.281e-4 5- [5.664e-4r 1 41 N21 maxl .017 3 -.222 11 .053 5 8.969e-3 5 -3.46e-5 1 4.594e-31 5 42 min1 -.015 51 -.669 r5 .019 ' 3 2.857e-3 1 -1.851e-4 -5 1.356-3-1 1 43 N22 max .017 3 [ -.076 1 .004 1 1.871e-3 5 -1.7e-5 1 5.452e-31 5 44 mim -.015 5 [.-.194 ' 5 0 2 7.01e-4 1 -3.429e-5 .5 L.1.74e'3 I1 45 N23 max .014 3 -.269 1 .044 5 7.08e-3 I 5 -8.523e-5 1 5.812e-3 5 46 min 1--.025, 5 1*819 .- 5 .016, 3 2.195e-31 -3.47e 5[1708e*3 1 47 N24 max .014 3 -.087 1 .003 1 1.372e-3 5 -2.815e-5 2 1 7.297e-3 5 748..... min I .-. 025 ,5 -224 5 .001 2, 4.646e-4,: , 1 -55584e-5 [5 2;158e3: '1 49 N25 max .013 3 -.311 1 .029 5 4.004e-3 5 -1.623e-5 1 5.282e-3 5 5'. -028 5 .01'1
- -958 3'li-67e-3 3 -1.426e-4 <5 .jj1643e4 51 N26 max .013 3 -094 1 0 1 6.768e-4 5 5.161e-5 2 7.852e-3 5 52'min {028< 5i* - 2487 5 <-.003 2,1.5766-4, 1 1' ~.1e6 ~3<2.'198e3 1 53 N27 max .011 3 -.326 1 .012 5 4.458e-4 2 5 1.91e-5 1 5.68e-3 5
,54' . mm1 -.032 '5*. 0.155 5 .005 . 3 3.764e 573" -1 94e-5. -2 ' 2.028e-3 "1..
55 N28 max .013 3 -.312 1 0 1 -1.1le-3 1 6.455e-5 5 4.048e-3 5 56 mi I -.023 5* -.98' 5,-007' 5 -3;278e-3 5. 2.'3476-5, 3:1.841e-3 ,1 57 N29 max .013 3 -.092 1 0 1 I-1.606e-4 2 1.036e-4 5 7.796e-3 5 58 min -.024 .,5 '-.,258* 5 '-.007 5 1-2.984e-4 5 2.612e-5 3,. 2.406e63,, 1 59 N30 max .016 3 -.258 1 -.007 1 I-2.395e-3 1 1.939e-4 5 3.91e-3 1 5
,60 mini -.02 5 -.812 5'5 -.028 5 --7,.517e-3 5 4.189e-5' .3, 1 385e-3.1,1 61 N31 max1 .016 3 -.083 1 -.002 1 I-5.188e-4 3 3.709e-6 1 7.373e-31 5 62 mn -.02 5 '-236 [ 5 -1013 5 -1.366e-3 5 -1.561e-5 2j,11.947&-3:1 63 N32 max! .017 3 -.207 1 -.01 1 -3.035e-3 1 1 4.118e-4 5 3.676e-3 I 5 64 mini --0.13.1 5 ý- '-.652: [5 -.038 5 1-9.605e-3 5 i.165e-4 3 [ 1 334e-3.1 1 65 N33 max1 .017 3 I -.071 11 -.004 1 I-7.549e-4 3 3.483e-6 1 16.013e-3 1 5 66 min -.013 5-, -.204 1.5 -. 016 5 1-2.054e-31 5 -1.766e-5 21I4:667e-3I 67 N34 maxl .023 3 -.101 11 -.013 1 -3.727e-3 1 3.579e-4 5 1.849e-3 I 5 68 1amin :004 - .1.-3-14, -' [5 -.049 5 -1.179e-2 5' 1.045e-4, 3 6.799e-4-1 1 69 N35 max l .023 3 i -.043 1 -.005 1 1-1.029e-3 3 2.592e-4 5 2.956e-3 1 5 70 min I .003 4- 1-.125 5. -.02 5 I-2.813e-3 5 8.843e-5 .3 7.227e-4 11 71 N36 maxl .014 3 -.311 1 .015 5 7.08e-3 5 -5.012e-4 1 5.912e-3 5 72 min 1 -.025 55 "-.962- 5', .007 3 2.195e-3 1 -1.602e-31 5-' 1.7646-3 1 73 N37 max! .011 31 -.376 1 .014 5 I 4.458e-4 5 1.189e-4 5 5.748e-3 5 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 25 Attachment "B" Calculation CR-N1013-100 (Page 153 of 219)
Z16 Page 293 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 294 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Envelope Joint Displacements (Continued)
Joint X in Ic Y in] Ic Z [inl Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation . Ic 74 mm 1.032 >5i '*;:1547 5_ý .006 3., 317646e-51 I'S',36.069e-5 1 31 2.066e-3 1."1 75 N38 maxl .013 3 -.359 1 .013 5 -1.102e-3 1 1.174e-3 5 4.204e-3 5 716: . min 5 06 3 334 7r35 103"'"A02 3.926e-4' 3. :1.27e-'3'ý'12" 77 N39 max .028 3 -.04 1 .013 5 -3.847e-3 1 2.657e-3 5 7.527e-4 5 78_ min 008~ 1 i13~5
-0T I3' -1J1~i6e-2 '5is 8.538e,-4' 3" 3.439e-4 "1 79 N40 max .017 3 -.256 1 .014 5 -3.038e-3 1 2.098e-3 5 3.908e-3 5 80...in , 013- 5 . 5 5.78I
' *0'07" '.3 ý ' 79.58553: '6.'793e-4 '3': 45 ii246 - , '1' 81 N41 max .017 3 -.005 2 0 3 1.871e-3 5 4.914e-4 5 5.394e-3 5 82 'mii'i -.015_* i -.038b 4. -,006 2 5 T7'6-1e-4'. '1 .876e4:... 1684e-3 1 83 N42 max .013 3 .011 2 0 3 1 1.006e-4 I 3 -4.477e-5 1 5.586e-3 5 84 .1 m i -.028 5 -.045 4 -.007 5 F-2.495e-4;, 2' .-1ti876e-4 5 1.667e-3 1 85 N43 max1 .016 3 .007 2 0 3 1 2.858e-4 2 3.385e-4 5 5.944e-3 5
'86 . min -.02 .5- -.04 4 -.007 5 F-2.386e-4 1 8.086e-5 3 1.637e-3 1 87 N44 max .017 3 .001 2 0 3 I-7.549e-4 3 -1.552e-4 1 6.026e-3 1 5 88 min -.013 '.5 --.035 I 4 -.007 5 F-2.054e-31 5 -4.211e-4 5: 1.631e-3 '1 89 N45 maxl .001 3 -.021 1 .005 5 I-1.479e-41 3 -2.612e-5 1 1.788e-4 3 90 min 0 1 -.057 ,5 .002 3 -4.116e-4 5 -728e-5 5 5.804e-5 1 91 N46 max .001 3 -.019 1 .099 5 -3.756e-31 3 3.946e-5 5 1.337e-4 3 92 N ma .0" .i'-.054 +5 .037 3. -9.933e'3 '5 1.728e-5 3. 1.296e-5: 4, 93 N47 max .002 3 -.022 1 0 1 3.245e-41 5 7.085e-5 5 1.916e-4 3 94 1 ' mr '0 .. 1 -.068- -5 -.002.. 5 9.107e-5,1' ' 2:.5e-5 '3 7808e 1 95 N48 max .001 3 -.02 1 -.037 3 1.003e-2 5 -2.107e-5 1 1.451e-4 3 96 mm o.,
0, 1 ý"W062' :5 -.:07097 .5" 31759e631 33 48717e-5 '65 -'2.43e-5 4 97 N49 max .013 3 -.15 1 .002 1 1.509e-3 5 2.323e-4 5 8.055e-3 5
,98& Mmn ~-628 5 -S444 5. 0'2409e4.19 ~5926-5 3' 2.87163T.
99 N50 max .017 3 -.112 1 -.005 1 -1.325e-3 3 -1.082e-4 1 5.571e-3 5 100 """"*m~*i -. * -3 15.-: -347 " ,-.022 5 3.9426-3 5: -3.1816e-4 5" 1.597e-3' 11 101 N51 max 0 5 .047 5 .003 5 3.608e-3 4 0 1 1 102 ' m r, 1 .014 1' .001 1 9.429e-4 1- 0 1 103 N52 maxl 0 5 0 3 .003 5 3.608e-3 4 -2.72e-6 1 2.927e-3 5 104 . m, 'f'1min 0 0 5 .001 1' 9.429e4 1' -7.278e-6 '5 9.611e-4 A1 105 N53 maxl 0 5 .049 5 0 3 3.678e-3 3 0 1 0 1 106 ' ' r n min *O* 1 .018 1 0 5'. 9.4486-4 * -'1 -1', 0. ,-'1 0 "1 107 N54 maxl 0 5 0 1 0 5 3.678e-3 3 -1.84e-5 3 -1.116e-3 1 108 ' ' ' ' min 9,0 ".1 0. 5 0 3 9A448e-4F1i': -4.9026-5 ,5 --3.0686-3 5" 109 N55 max l 0 1 .054 5 0 5 -9.833e-41 1 0 11 0 1 110 ' mini 0- 5 1 .015- 1 .- 0 3 -3.648e-3-11 41- ' 0, 0 1 111 N56 max 1 0 1 0 3 0 3 -9.833e-4 1 -6.779e-6 3 13.404e-3 5 112 min I, ',0,ý ý5 0 5 0 5 1-3.6486-314. -1.801e-5 5 9.971e-4 1 113 N57 max! 0 1 .059 5 .002 5 I-9.858e-4 1 0 1 0 1
.114 min I,;0. 5:.'_0,19 1 0 3 1-3.719e-3.,33 0 . 1 0 1 115 N58 maxl 0 1 0 1 .001 5 I-9.858e-4 1 2.405e-5 5 -1.191e-3 1 116 ', m m ' " 15 0 .5 0'.
0 3 13;7-19e-3 3; 9'013e-6 3 -3.668e-3 "5 117 N59 max l 0 3 -.021 1 0 5 I5.306e-3 3 -4.905e-6 1 3.134e-3 3 118 . A , mmn :,'."5': -.348 3 -0 ' ' d 5.*719e-6 -1.306e-5 5: -1;.609e-3 4' 119 N60 max 0 3 .047 3 .002 5 2.03e-3 4 -5.183e-6 1 3.11e-3 3 1204*, m ',. " 4 0'." '1 '1.243e-3 3.'* 1.372' 5 5,,5193' -'4 i'1' 121 N61 max 0 1 -.021 1 0 5 4.626e-5 5 1.121e-5 5 3.1e-3 3 122 ,' "" ' mi r'OA 0. _5
" -'349 3. 13 0 ' -5'2946-3 !,:3 4.227-66 :3 '-.781e3 5' 123 N62 max 0 1 .046 3 0 5 1.248e-3 3 1.203e-5 5 3.132e-3 3 124 : .,' min ' 0 '9 24 0 1 -2.025e3 14 44515e-6 '3, 5;406e-4 1
`-.15-125 N63 max 0 1 1 -.02 1 0 5 4.077e-51 5 4.77e-6 5 4.11e-3 3 126 min- .10 5 -.151 1'4 0 1 -2.023e-3 3 .1.788e-6 3 2.527e-5 4 127 N64 max 0 3 1 -.02 11 .002 5 2.031e-3 14 -5.069e-6 1 4.105e-3 3 128 minI 0,. 5 F -.151 14 0 3 4.202e-6 1 -1.344e-5 5 2.042e-5 E:4 129 N65 max! 0 1 1 .098 3 .001 5 3.553e-5 5 2.216e-6 5 5.613e-3 1 3 130 min 1-001-1O2n'35e-6 SF -.234 4 0 1 8.412e-73 2.668e-5 I1 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 26 Attachment "B" Calculation CR-N 1013-100 (Page 154 of 219)
Z16 Page 294 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 295 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Envelope Joint Displacements (Continued)
Joint X [in] Ic Y [in] Ic Z in]- Ic X Rotation ... Ic Y Rotation .. Ic Z Rotation [... Ic 131 N66 Imax 0 1 -.021 1 0 5 4.6e-5 5 2.249e-6 5 19.886e-3 3 13ý2 y jmin. ý5" Lj "'-.0i7 <58J3 0T, '3&~587e.6 3~'1.60961~
"31:3~- A'4 133 N67 Imax 0 1 -.022 1 0 5 4.6e-5 5 0 11 0 11 134 mm" r.ji. o 'J f-'i-
{
""01 ..ýý'5' W~-~2'3 !01 3 '.76 135 N68 maxl .012 3 -.021 1 -.032 1 1.634e-4 5 1.522e-3 5 1 1.689e-4 3 136 - min m .%003 1 5.-.067
-, - 55088 '3.818e65, 1' 5.83e-4, 3 1:4.812e-5' 1, 137 N69 maxl .011 3 -.02 1 .095 5 -6.507e-5 3 -4.614e-4 1 1.553e-4 3 1381 - minI .002 1 - -. 057 5 , 036 1 3 1-1.5946-4 5 1846-3 5 1 3.45e-5 1' Envelope Joint Reactions Joint XM Ic Y Nk Ic Z [k Ic MX [k-ft] Ic MY [k-ftl Ic MZ [k-ft] Ic 1 N52 max 0 1 10.446 1 5 0 *1 0 1 0 1 0 1 2i m1 0r" 5.299Y~.3 0 1. -i[<~0'. 1:i~j~ 1, "0 3 N54 max -.002 1 12.034 15 -.003 3 0 1 0 1 0 1 4 1' min ';-.004 '5 454~1 -.'008 5 0 1ý 0
5 N56 max .004 5 11.776 1.5 .008 5 0 1 0 1 0 I1 6' - .002" 1 5.288
- 5. 3 .003' 3 0' 4'. *0 - 1i '00. I.1 7 N58 max 0 1 14.743 1 5 0 1 0 1 0 1 0 I 1 8 , -:min 0 1 t'4.98*2 Ii. - 01,i[.001 -0 1 .0 I 9 Totals: maxl 0 3 148.999 1 5 0 4 -
[io mi I' mm 0 5 L21.198.I1 '..0 .5 11AIII < .
Envelope Member Section Forces Member Sec AxialIkI Ic y Shear k Ic z Shear[kI Ic Torque[k-ftl Ic y-y Momen... Ic z-z Momen... Ic
[j M1 1 max -.121 3 13.943 5 -.105 3 .115 5 1 .797 5 .162 5 1 '
1>ZI~min 3lmax I
.-. 374;-
0 5 1-3 -4.559 3~ 1 1
-34"5'..04 71" 1 264
.009 2 .004 2 0 4
02
.009 5 6 ', '. Ki'll~~~~~ ' -.003<5" 1T.96 .5 -~.04.4-.02'~'" 0 2 .0.
7 M2 1 Imax .457 51 5.071 5 .34 5 .141 5 0 3 -.073 11
'8 -. illl .17' ' .2< .0' 1 .4 1 0L 1 -1'1975 11 3 max .438 5 -1.925 3 .005 3 .002 3 09 1 -.07 31 12 .,"* j - rhn .165 -3 1.1- 1 : -.009 2 -'.004 1. 0 .5 '-'.189 0' 13 M3 14 -I , 1- 1 Imax min
.414
.132 51 .194 [5 3 102-1 2, Z
-.006
-.021 5 1 -.002
-.008 1
5.
0 0
11 1
0 0.7 Ti 11 17 3max 3 0 1 0 [1 .352 5 0 11 0 1 .005 5 18 ' mn 0 1 0 1 .114 3 :0..* '1 0 1 .002 1 19 M4 1 Imax .065 5 .371 5 0 1 .008 51 0 1 0 1 20,, , . mn .02
. 3 .207 1 0 1 :.002-,. 0 1 0' 1' 23 3max .065 5 -.197 1 0 1 .008 5 0 1 0 1 7
24, n min, .02 '.3ý,.353 5- 'ý,,,0 1 .00M2'.ij0 1 ~'.
25 M5 1 max -5.263 1 0 4 -.027 1 0 5 0 1 0 1 i26 '.... ':...min'.-115.27"-:5 0 5I,`-"075' 5 0' 3 0 i
- v. O 29 I3 max -5.263 31 0 4 -.06 1 0 5 0 1 0 1 30 : ' " min -15.269 1"5']0 '2' -"169 5 .0' 3:1 '0 '1 31 M6 1 1 1max -2.042 3 1 .435 1 5 .074 5 0 5 0 1 0 1 32 I.minn -5.266 5 T-.164:-T. 1 .026 3 0 3ý 0- 1 0 1 35 13 Imax -4.295 1 -1.638 3 .168 5 0 1 0 1 0 11 36 - 1 *'. Imin- -11.251 5 1 -4.352'1 5 .06 3L 0 5] -ý0 I 1 0.
[37 M7 1 1 Imax -4.757 1 1.003 1 5 -.025 3 0 41 0 11 0 1
[38 1 I min -12.313 5 .0 [3 -.059 5 .0 2 1 ý0- 1 0 1 141 I 3 Imax -4.757 1 .002 5 -.058 3 0 1 0 1 0 1 1 42 ' .. ' min -12.315 5 0 .13 -.139 5 0 .5 -. 0 1 '0 1 1 43 M8 I 1Imax -2.132 3 -.165 1 3 .06 5 0 1 0 1 0 1 144 . - I. min -4.183 1.5-:'438'5 -025 1 ,0,, 5 0 1 0 1 L47 3max-4.38434.349 5 .14 5 0 5 0 1 0 1 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 27 Attachment "B" Calculation CR-N 1013-100 (Page 155 of 219)
Z16 Page 295 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 296 of 364 Company Designer Precision Brian GiomettiSurveillance Corp Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By:. CFC Envelope Member Section Forces (Continued)
Member Sec Axial I y herk Ic z ShearN Ic Trlekfl Ic-AiIj Momen... Ic z-z Momen... Ic 49 M81 max -2,8 3 0 1 0 1 0 1 53 C 3 max 1-2.885 3 0 1 0 1 0 5 0 1 0 1 53 3I max -2.885 3 0 1 0 1 0 5 0 1 0 1
',54 , ' : ; ..
- m"' '-T: 663 '
riin-* : 5'ý '[,.ýQ ---- ,i ---! *;!0 -7:: i' :: O ,; ! 0":.... :iý3!:;i 1 * ;+ 0t .... :1 559 31 max -2.885 3 0 11 0 1 0 1 0 i1 0- 1 60 *- . " Min 1-7.663- 5' "0 .. 0. .. :1 0 5 ., 1t 0":
59 3l 1 max -2.8857 3 0 0 0 1 0 1 0 1 60 a .5 0 'o-1 0 5 0 1 ý' 0 U.1 61 M12l 1 1max 3.5 1 3 0 11 0 3 0 1 0 1 65 3 max -.057 1 0 1 0 5 1 0 15 0 1 0 1 66, .!;'..6i,'
ýAnt 5, 0* 1 5** '-t"i*O - 0,': 1, 1. -.002.i . 31 1t! ,}"0,:,O*
< : ::* 1: ;
6731 M12 1 max -.056 3 -002 3 .04 1 0 j 1 0 1 0 1 68 min, 1.567.0 5 -.001 A0 . 5 12 0 71 1 m x -05 1 .001 1 1 .004 5 0 51 0 1 0 1
.720 , ': : ;nn'".3
- m. d". -. 0041. 5 /i*:*0it :3 ' ' 3"*0*'- 0 i :7 0; 73 M13a -.055 1 .002 3 -0014 0 5 0 11 0 1 85 M15 1 max .381 5' 1.289 5 .001 5 .0 5 0 I 864 ý min .12 1 72 2 ,07,4.0 0 I 77 -. 5
.38 3 .max 5 -. 1 0001 3 5 .002 5 .17o 1 .278 1
~mn .2 50:,
1- 1.09 -. 004 5 .002 ,' 1 3 ,69, 005 1',
791 M14 I Imax -.05512 5 .0 3.787 5 0.2 1 0 .98 1 .98 0 1 92.. : . ; , fmii<t n* ,0 i'.49.1,3:.69.," 0' '51 1;32 1-. ,i 5 9 -,/ ,
83 M1 13 max .057 1 .009 2 5 .001 3 0 1 0 <:*,,1<,0 o...
841 3 max .139 5 -.5 37 -1, .007 -5' '0 5 o *- 1 0 ` 1 850 1 M15 1 1max -.381 5 1.295 5 1 .02 5 .008 5 0 I1 0 1 104 :;', ..,,:* *,:min 1 1 29 5;-?
1.3012*5 28 -0;.?
0 781; 3 -,,"- .002... 3 : -0 : 1:::i.;!~0 * / 11 108917 3 Imax .381 5 -. 8 1 -.0235 .008 5 1 8 5 1 .278 4 go0 I ": 1 . 1}"; rin. .0129 1 1 -. 09 5 - i.68:0t ,5 . 002 1 ... 0o55 .1.
3 , M9 1091 M16 1 Imax -.012 5 .787 5 -.124 1 .06 1 .98 15 .94 10 92mi -. 004 1 -4396 4!
2 :04 1 .303 02 ,.1 " 0q: 1 113 3 Imax -.0712 41 -. 1 4 . 513 .08 5 o I1 0 1 9614 !- min , m'0-:1475ý 1! -19 ' 8 691: 5,,* "o; 31 1 000" 0 .. j 1:
195 M17 1 Imax -.004 ]_ 1 .4 .079 510 5 01 1 0 3 101 3 1max 13 1 53 1 " .1)6 5 701 51 o I 1 0 1 120~ ," ~
""i";!min : :1 , -- OL o - -5 .$:705'-
2 2O 4 > ,1 " 1 00 ,::05,55 105 M1I 3 Max .9 5 .965 5 .334 , 5 .01 53 0 1 .06 1 1071 M2 13 maxI '05 51 .0 1 1 -.5579 1 -00 1 0 1 0 - 1081 '-:£*:
ýI m:;in-; .0.1 1 1031 1 --1.68 '-.Olj,, 01 :
55 11" t.':'ý0 :-
1131 3 Imax -.071 12 -.431 4 -.0035 5 -.008 5 0 1 0 1 1132 M2 1"
, 1minx : .0478 3 -2.844 .5 ....-022:. 5 .01 5 1 0 1 o'!0<' i RISA-3D Version 7.1.3 [M:\ ...\... \... \... \Design\CR-N 1013-104 BT3-120 WORK PLT.20x1 2.r3d] Page 28 Attachment "B" Calculation OR-N 1013-100 (Page 156 of 219)
Z16 Page 296 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 297 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Envelope Member Section Forces (Continued)
Member Sec Axial k ear- Ic z Shear[k] Ic Torque k-ftl Ic y-y Momen... Ic z-z Momen... Ic 133 M23 1 max 005 5 .115 2 -.136 1 1 0 1 .0 0 2 134'ý minL_-0.,'.1 F- .098-'T4---.348* 0 1 0:T'3-,
137 3 max -.096 3 .025 5 1.194 5 0 21 0 I1 -.002 1 138", m: -2Ž ý01 4" .1 1 ý 8.13 \ T-0 1 -006--_ 5',
139 M24 1 max .046 5 1.096 5 0 1 -.002 1 0 I1 0 1
-140' 2m'M
-<>Ž.' '>014' .622 1 0". 1.' 008 5-~ 1 0 14 143 3 max .046 5 -.602 2 0 1 -.002 1 0 1 0 1 144 _______ m .0_14.- 3_ '-1.078 5 0 1 £-008 5+ 0 1 0 1 145 M25 1 max .348 5 .098 4 .005 5 0 3 0 1 0 1 146. min ':136 1 -.115- [2 0. 1 0 2'1 0 1T 1]
149 3 max .451 5 .079 2 -.001 13 0 3 0 I1 0 1 150 min .-,-.175 3 -.036 3 -.004 5 ,0 2.1 0 I 0 1' 151 M26 1 max .352 5 0 1 0 I1 .005 5 0 [1 0 1 152 .', ] min .14 3" 0 " 1, 0: .1 ,002, 1 ,0 '.1 0 1 155 56"_____
157 M27 3
1 max mn max
.352 2141"",3, 1.573 5
5 0
'~
-.014 21 1
2
.0 0
0 1 .005 tv:002l.
13 5
<I1 0
0 0
f I1 1
0 0
0 1
1 158& ' .. : - mm6 1,5522- 3 '-.025 5: ::',0 1i. -. 001 2 .01, i 0 T 161 3 max 1.573 5 .075 5 0 1 0 3 0 1 0 1 162 *- -m .22 5in 3 .042",11 0 " 1 --. 001 '-,2:2 0 l' -0"'O i 163 M28 1 max 1.88 5 0 1 0 I 1 .005 5 0 I1 0 1
- 164 , * ,min,: 624 3 .0 0-1>-.
0 I 0- 3 - 0 t1 0 1 167 3 Imax 1.88 5 0 1 0 1 .005 5 0 1 0 1 168M8 ' - rainmm .624., 3 O, i 0 1 0 3 . 0 1. 0 1 169 M29 1 max 2.045 5 0 1 0 1 0 2 0 1 0 1
<17 >~U~- ___min ".68 1 -4 10 <0 1. -0' 04>
4" 0'0 -
173 1 0 .. 1 00* 1 174,- '*:* 1 max mini ):68 2.045 5 1
0 0
1 i1.
0 0
1 1
0 0 42 1k 175 M30 1 Imax .369 5 0 1 0 1 0 1 0 1 0 1 176 m 1min .124 1 0 1i:1 0 1, ",0": 1' 0 1 0 1 179 3 max .369 51 0 1 0 1 0 1 0 1 0 1 180 . ._ mi ,.124, A 0 I.A 0 1 0 1 0 [ 0 1 181 M31 1 max .241 5 0 1 0 1 .008 5 0 1 0 1 182 _ mim ,1. 3 0 .0...03 1 0 1, 0 1 185 3 max .241 5 0 1 0 1 .008 5 0 1 0 1 maxi2n1 .26 3 0 1 0 1. -.003 31/--- 0 1 0 1F 187 M32 Imax .286 5 0 1 0 1 -.003 3 0 11 0 1
-188 ,1- 1'min, 7102 '3 ( 0 . 1 0 1 -. 008- 5 0 1 0 1 191 M3 1Imax .286 0 1 0 1 -.003 3 0 1 0 1 192 _7'7 -min' 102 3 01 1 0 1 -.008,' 51 0 1 '0,-" 1 193 M33 1 max 0 11 0 I1 0 I 1 0 1 0 1 0 1 194 min 0 17 -1.25 il 0 1 0 , . 0 o. 1 ',0 1 197 3 max 0 1 0 1 0 11 0 1 0 1 0 1 198 ' min 1 0 ' .0 1 0 f 10 199 M34 1 max 0 1 0 5 09 1 0 11 0 11 0 1
ý200 - - 1 425< ' 1" ;,0ri 10 12 17;1' 203 3 max 0 1 0 1 0 1 0 1 0 11 0 1
'20 m1~' -< 21 0 b-f1>;:"<
1 1 011" 205 M35 1 max 4.34 5 2.688 4 -.001 1 .033 5 0 1 0 1 206 ' min 1'634' 3 -1.653 3 --.003 5 '.058-
,3. 0 1 0 1' 209 3 max 4.338 5 1.653 3 0 5 .058 3 0 1 0 1 210 ' min 1.633 3 .-2.688 4- - 0 3 -.039 :5 0 -1 0 1 211 M36 1 max -.003 3 7.028 13 -.001 1 .002 0 1 0 1 212 * .min :! --.008 ,5 0 I21 -.003 5 -:157 . 3 0 1 ",:O. 1 215 3 max.-.003 3 0 L2 0 1 .158 3 0 1 0 1 216 .. ............. mm 5 -702-7.:006 ' 0 -001' 451. 0 0 1 217 M37 1 max -. 002 1 .002 008 3 3 0 1 0 1 RISA-3D Version 7.1.3 [M:\...\...\... \ ...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 29 Attachment "B" Calculation CR-N1013-100 (Page 157 of 219)
Z16 Page 297 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 298 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Envelope Member Section Forces (Continued)
Member Sec AxialI Ic Shear~kj Ic z Shear k. Ic Torquefk-ftl Ic v- Momen... Ic z-z Momen... Ic 218b, i9 _ mj'-00'5J065 0 of 0-i 11>A 221 3 max .004 5 .006 5 0 3 .008 3 0 1 0 11 222 0.~ 1.1 17. ._m 0022 3 0 4 K1 '011 0' 1 223 M38 1 max .001 5 1 .006 5 0 3 0 5 0 j1 0 1T 22 : . .min 0' ;1,'"1002~ 3 0, IL -. 008'i3~0 LL 0 '.~
227 3 max 0 11 -.002 3 0 3 0 5 0 1 0 11 228 ': ..: min -.002 5-- .006 5 0- 4 -.008*"'-3 0 1 0 1:
229 M39 1 max .015 5 0 1 0 1 0 4 0 1 0 1 230 min .006 3 0 1: 0 1 -.00173, 0-o 1 0 1 233 3 max .015 5 0 1 0 1 0 41 0 1 0 1 234 * , _ min .006 3 '0 -1 0 -1 .001r' 3 ' 0* 1 0 1 235 M40 1 max .002 5 0 1 0 1 0 11 0 1 0 1 236 mi 1'<' ,0' 3 0 1p 01' p' 1 0 239 33max .002 5 0 1 0 1 0 1 0 1 0 1 240TM41 min .06 53 0 1 0 1 .001 -L 0 1 0 1 241 M41 imax .006 5 0 1 0 1 .001 31 0 1 0 1 242' '. m in .002:3" 0 1,'I 0. 1 0 4-A1 -00r f A1 245 3 max .006 5I 0 1 0 1 .001 3 0 1 0 1 246 ,.'!. 1min .002 3'" 0-..; 7O0 1- 0 44" 0 01 1247 M42 1 1 max .011 5 1 0 1 0 1 .001 31 0 1 0 1 1248 1 min.m .0-04 31 0 1/2 0 1- 0" 11, 0ý 1 0 1 252 min .004 3 .0 1.*1 0 1 1 1 1 253 M43 1 max 0 5 5375 14 0 1 0 5 .007 5 .116 3 254 mi '0 '1 3306 <3" -.002. 5 0 .003 1 -.072. 5 257 3 max 0 1 10.75 3 0 1 0 1 1 0 1 258 mm1 n,. 0 1 0 1'""0',."" i1 11 ' 0 '1 Envelope AISC ASD Steel Code Checks Member Sha Code C... Loc[ft] Ic Shear ... oDir Ic F [ks Ft[ksil Fb y....Fb z-z [ Cb Cmy Cmz ASD Eqn 1 Ml W10X39 .739 10 2 .244 1.429 v 5 17.78 21-.6 717 2 6 1..73.622 1H2-11 2': M2 Wi0X39 .219,.l3.878*' 5 - 102 - 10 ..y2 23.647: 28:728' 35;9!3i601 :757.984 H1-02_
3 M3 W6X12 .270 8.0081 5 .037 7.898 y 5 24.205 28.728135.91 31.601 1... .6 11H1-2 4 ' M4 W6X12 .042 4.082.5' 50 .029 , 6 16.474 28.728135.9128>728]1t..6 1 '[ H1-3 5 M5 W4X13 :165 1.964 5 .004 13.048 z 5 17.916 28.728 135.91 28.728 1 1 .6 1 .6 H2-1 6 ' M6 'W4X13 .476 12A4871 5- .196 13.048 ,y 15 2.607 28.728 35.91 28:728 1..'j.415 .6 H12-1 7 M7 W4X13 .133 1.964 5 .003 13.048 z 5 17.916 28.728 35.91 31.601 1... .6 .6 I-H2-1 8 M8 W4X13 479 12.628 5 ,".196' 12.628 y 5 17.916 28.728 35,91 281728 1 .882 .6 H2ý1 9 M9 L2X2X4 .284 0 5 .004 0 z 2 .823 28.728 -Co.. H2-1 10, MO'-* 'L2X2X4 .284 0 5 .004'* z 2
-0 .823 28.728c , ' H2-1 11 M11 L3X3X4 .004 0 5 .008 6.6 y 5 2.774 28.728-Co.. 11H2-1 12 '. M,"112 L 3X34 .004 6.6,': 5. .004 6.6 y.,. 52 "21I11......2 [;q 13 M13 L3X3X4 .003 6.6 5 .008 6.6 y 5 2.774 28.728 -Co.. ____ H2-1 14 ;.'M'14, .L3X3X4 .'003 6.6 5 -. 005 "0" '5, -29774" 28:728'- co. ' :',"9 ' H H2-1',
15 M15 W6X12 .154 3.837 5 .075 8 y 5 16.474 28.728 35.91 28.728 1 .6 1 H1-2 M16" W6X12 .270
.16 1 0 1 :5 .030, 0 y'1'5 26.043 v0 28.728&35.91 31.601'Vi`.6 - 1' " HI-2 17 M17 W6X20 .102 12.4641 5 .052 12.571 y 5 24.702 28.728 35.91 31.601 1...1 .6 1 H1-2 18 M18 W6X20 -:280 18.0611.5 .051ý41' 7.959 y 5 24.958 28.728 35.91 31:601 II-].'.6 1 [ H1-2 19 M19 W6X20 .111 16.8571 2 .080 12.571 v 5 18.54 21.6 27 23.76 I1 I .6 1 H2-1 20 M20 W6X20 .260 14.0821 2 .139 f7.959 y1.2 17.061 21.6 :'27 121.6 1 .6 1 H2-1 21 M21 W6X12 .417 3.98 1 2 .158 17.959 y 2 12.387 21.6 27 21.6 I1 .6 1 H1-1 22 M22' W6X20 .214 6.857 2 .136 :10.5 y 2 117.061 21.6, 27. 21.6 1 .6 1 H1-2 23 M23 W6X20 .304 10.546 5 .109 110.411 y 5 23.198 28.728 35.91 31.60111... .6 .85 H2-1 24 M24 CW6X12 .125 4 5' '.057, V 0 y 5 16.474 28.728 3591 28.72811, .6 1 H1-3 25 M25 C6X8.2 .124 7.98 2 .008 1 0 v 2 2.264 21.6 27 9.544 1 .6 .6 H1-1 26 . M26'. iC6X8.2 .008- 0 .5 L,:013t'I,0, z 5 18.998 28.728,35.91,286728 1-.6-..6: Hi.!.
RISA-3D Version 7.1.3 [M:\...\...\... \ ...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 30 Attachment "B" Calculation CR-N 1013-100 (Page 158 of 219)
Z16 Page 298 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 299 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-104 CR3 - BT3-120 Work Platform Design Checked By: CýC Envelope AISC ASD Steel Code Checks (Continued)
Member Shape Code C... Loc Ic Shear ... Loc ft Dir Ic Fa ksi] FttksU Fb ...Fb z-z ... Cb Cmy Cmz ASD Eqn 27 M27 C6X8.2 .041 2.658 5 .008 3.696 y 2 !8752 28.728 35.91 28.728111 .6 1 H1-3 28 M28 C6X8&2- .031 .0 5*O. 016 .T. 0 -z -2 25.016 28728,35.91 28:77,28 6-
- 6 ,6T HI--i 29 M29 C6X8.2 .045 0 5 .002 0 z 2 18.998 28.728 35.91 28.7281 1 .6 .6 Hi-i 30...... C6X82 0081 <.0 5 000 - 1.-181827. 287*28'35'9i128.72t 16 ,.6 1-,i 31 M31 W6X12 .004 0 5 .016 0 z 5 16.474 28.728 135.91 28.728 1 .6 .6 Hi-1 7Y327 M-32' W6Xi2'.005 0 5
'5, .016.1 0 -- ' 5 i16V474 28:72813591 28728 1,' .6 '6 HI-i 33 M33 $10X25.4 .330 10.745 3 .234 110.883 y 3 12.899 21.6 27 21.6 1... .629 .6 H2-1 34 M34 $10X25.4 .352 10.745 5 .248 110.883 y 5 17.155 28.728 35.91 28.72811... :625 .6' H2-1 35 M35 $12X40.8 .336 10 4 .039 14.286 y 3 16.865 21.6 27 21.6 11... .882 .6 H1-2 36 M36 S12X40.8 .861 o10 .3 ",:;138 .ý10 y 3 16:865 21.6 27 21.6 ' 1k...938 ..6 H2*-1 37 M37 C8X1l.5 .002 4 5 .021 I 4 y 3 8.416 28.728 35.91 18.31711 .6 .6 HI-3 39_
__,,_M38'*:
M39 C8X11.5 L3X3X4 .002*4'*
.001 0 -5', 5- 5 0217,1 0
.008 yv3 8.46i6:
z 13 114.226 28.728 28.728 351911131
-Co.. & 171 .6, -.6 H1-3 H1-1
- M:0 4 0"* L.3X3X4, "*,!000 " 0 "1 5 '* ."Q:ýý00 2 3111i4m226 28.728 -'Co: ",?** **t,:" :1i;!;
41 M41 L3X3X4 .000 1 0 1 5 .009 0 z 3 14.226 28.728 -Co.. / I H1-1
[42... M42 L3X3X4 .00Ii 0 *5 .009 - 0 z I3 14.226 28.728 -Co.. " ' , I H1-1i 43 M43 S10X25.4 .593 18.0361 3 .240 18.036 y. 3 19.838 21.6 27 21.6 ii I .6 1-.6 H1-2 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-104 BT3-120 WORK PLT.20x12.r3d] Page 31 Attachment "B" Calculation CR-N 1013-100 (Page 159 of 219)
Z16 Page 299 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 300 of 364 CR3 - BT4-180 Work Platform Design CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B" Calculation CR-N 1013-100 (Page 160 of 219)
Z16 Page 300 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 301 of 364 y
z x IN30 IN51
¶43ý 145Q
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%N9 IN27 N444
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Attachment "B" Calculation CR-N1013-100 (Page 161 of 219)
Z16 Page 301 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 302 of 364 zyx CR3 - BT4-180 Work Platform Design CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B" Calculation CR-N1013-100 (Page 162 of 219)
Z16 Page 302 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 303 of 364 Section Sets zx BASEOUTER BASECROSS BASEINTERIOR COLUMN TOE PLATE ROOF MAINEQUIV.
ROOF CROSS XBRACE VBRACE CR3 - BT4-180 Work Platform Design CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B" Calculation CR-N1013-100 (Page 163 of 219)
Z16 Page 303 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 304 of 364 CodeCh~eck lNo Cal II1 z x .75"90 50-,75 Member Code Checks Displayed Loads: LC 1, DL+LL Results for LC 1, DL+LL Reaction units are k and k-ft Precision Surveillance Corp CR3 - BT4-180 Work Platform Design Brian Giometti CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B" Calculation CR-N 1013-100 (Page 164 of 219)
Z16 Page 304 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 305 of 364 y
Member Code Checks Displayed Loads: LC 2, DL+LL+COILER Results for LC 2, DL+LL+COILER Reaction units are k and k-ft Precision Surveillance Corp CR3 - BT4-180 Work Platform Design Brian Giometti r CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B" Calculation CR-N 1013-100 (Page 165 of 219)
Z16 Page 305 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 306 of 364 CedeCheck No Cal
.75-90 z xt I 50s-J75 Snl0-50o Member Code Checks Displayed Loads: LC 3, DL+LL+RAM LOC #1 Results for LC 3, DL+LL+RAM LOC #1 Reaction units are k and k-ft Precision Surveillance CR3 - BT4-180 Work Platform Design Brian Giometti CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B"Calculation CR-N 1013-100 (Page 166 of 219)
Z16 Page 306 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 307 of 364 Code Check Y
t o JC.alc V X~'*
z x Member Code Checks Displayed Loads: LC 4, DL+LL+RAM LOC #2 Results for LC 4, DL+LL+RAM LOC #2 Reaction units are k and k-ft Precision Surveillance CR3 - BT4-180 Work Platform Design Brian Giometti CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B"Calculation CR-N1013-100 (Page 167 of 219)
Z16 Page 307 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 308 of 364 CeNo Calck z y I 0.-.5 10 Member Code Checks Displayed Loads: LC 5, DL+5LL+COILER (5:1)
Results for LC 5, DL+5LL+COILER (5:1)
Reaction units are k and k-ft Precision Surveillance Corp CR3 - BT4-1180 Work Platform Design Brian Giometti CR-N1013-105 CR-N1O013-105 BT4-180 WORK P...
Attachment "B"Calculation CR-N1013-100 (Page 168 of 219)
Z16 Page 308 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 309 of 364 Code Check I N'o1.0 Ca l 2 05-.50 50,75'9 Member Code Checks Displayed Solution: Envelope CR3 - BT4-180 Work Platform Design CR-N1013-105 CR-N1013-105 BT4-180 WORK P...
Attachment "B" Calculation CR-N 1013-100 (Page 169 of 219)
Z16 Page 309 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 310 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC f-'1lnhml Caine I _______________________________________________
in;enia,,
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IfSectkins forMenfih56Calcsw'J199 1 1 -'- ----
Include Shear Deformation Yes Area Load Mesh (in^2) 144 M0,g ITolra ((in) ice - 12 P-Delta Analysis Tolerance 10.50%
Hot Rolled Steel Code I AISC: ASD 9th COld. Formed"St'eel Code * . AISI699J*ASD lWood Code I NDS 91/97: ASD C Includeýdf iWoodTempi'erature 00104sfoma-o 7. Yes
<100F IConcrete Code I ACI 2002 Number of Shear Regions 14 FRegonSiacid liicrii~eth (in)Y,______14___
Biaxial Column Method I PCA Load Contour Concrete Stress Block o Rectangular IU FerCing SStinsi No lBad Framing Warnings iNo Hot Rolled Steel Properties Label E [s G ksi] Nu Therm \1 E5 F) Densitv[k/ft^3] Yield[ksi]
1 HR STL 29000 11154 .3 .65 .49 -36
- 42' -: IHRLlK"LINtie+6 .3.65 0 3 Material Takeoff Material Size Pieces Lengthfftl Weight K 1 Hot Rolled Steel 2 HRSL'> 7-7 '~ C7X9.8 ~ i5 26.6" .3_______
3 HR STL L2X2X4 2 30 0 4 HiPF S T L' -. V L3X3X4 '~>> 4Y< 52.8 > , .. 3 5 HR STL S10X25.4 3 37.2 .9 6 H R SIL [ S12X40:8 2 36 7 -' " 1.5' 7 HR STL W10X39 2 36 1.4 8 H RSTLH W4X13 ~ 4 ~ ' 54j"' .7" 9 HR STL W6X12 12 114 1.4 10 Total' HR Steel-- __ _ _ _ _ _ _34 '~ 3816.5' --------.
Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [n2 jyy((n4 lzz [in4 J [ir4]
1 BASEOUTER W6X12 Beam Wide Flange HR STL Typical 3.55 2.99 22.1 .09 2 BSEROS> W0X3 "'~h," ideFl'n W'.STL Tyca 7-i'.' 4ý5 '209 1. .98; 3 BASEINTERIOR W6X12 Beam Wide Flange HR STL Typical 3.55 2.99 22.1- .09 4' -'COLUM3N "'W4X1-3 C:luin' Wide Flange H.R-STL I Typical 3.83'i: 3.86. 11-.3.'.3' .15 5 TOE PLATE C7X9.8 Beam Channel I HR STL Typical 2.87 .968 21.3 .1 6 .ROOF~ MANEUY-Si X40,8 Beam ~.<ide Flang'e LHR 'ST' 'T picl- 2~'Z' 13.6' 272w 1.75" 7 ROOF CROSS 1S10X25.4 Beam Wide Flange LHR STL Typical 7.46 6.79 1 124 .6 S88 X'BRACGE 'I.:L3X3X4 HBirace SiringleAngle IHR"STL I Tyvical *-':-4--:< 1.24 1.24" .032 9 VBRACE I L2X2X4 HBrace Single Angle! HR STL I Typical .938 .348 .348 .02 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 11 Attachment "B" Calculation CR-N 1013-100 (Page 170 of 219)
Z16 Page 310 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 311 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-1 80 Work Platform Design Checked By: CFC Member PrimaryData Label I Joint J Joint K Joint Rotate deg) Section/Shape T e Design List Material Design Rules 1
2 M1 M2 1` M-1ý '
N3 I. N I
N4 I' i BASECROSS
- -2I~
BASECROSS Beam Beam Wide Flange HR STL WidebFlange HRSTL TL S__
-Typical
-Typical 3 M3 N5 I N89 - - TOE PLATEI Beam Channel HR STL Typical 4 M4, N8' N9 -'TOE PLATE` RnBeam channel, : HR .STL ' Typical Cj 5 M5 N9 N10 TOE PLATE Beam Channel HR STL Typical
_6 M6j~ L NiG N7~' .OE PLATE T 8ý6eam Chahnnel HRSTL ?IT~~~
7 M7 N6 Nll 180 1TOE PLATE I Beam Channel HR STL Typical 8 M9 N24 N6 -BASEINTER..f Beam Wide Flange HR' STL -Typical A9 M9 N8 N25 IBASEINTERI... I Beam Wide Flanqe I HR STL Typical 10N9 N26 IBASEINTERI:. Beam Wide Flangel HR STL: Typical 11 M ill N10 Nil IBASEINTERI... I Beam Wide Flangel HR STLI Typical Mi M12 I N44 N43 BASEINTERI ..1Beam WideFlange HR.STLj Typical 13 M13 N46 N45 BASEINTERI... I Beam Wide Flange HR SFL ITypical 14 -M14F' N5 ~N01 K AENE eamn id&Fi-ng HR STL T icalK, 15 Mi N47 N48 BASEINTERI... I Beam Wide Flange HR STL Typ cal 16 M16 ., N2 I- ":N4,", BASEOUTER Beam WideFlange] HR STL Tpcal 17 M17 N7 I N3 BASEOUTER Beam Wide Flangel HR STL I Tvpical I.18. M$ ;N1 :N3 90 COLUMN !ColumnWide Flange HR STL F:Typical.
19 M19 N3 N32 90 COLUMN ColumnIWide Flangqe HR STL I Typical M21F N4 N33 _7 - 901 CLM Columh WideýFlainge HRSTL Tca 21 21 M21 N2 N31 90 COLUMN Column Wide Flange HR STL Typcal 2- M22 Ni3 N15< - BASEOUTER. Beam WideFliangeý HR.'STL Typical 23 M23 I N12 N14 LBASEOUTER Beam Wide Flange HR STL I Typical "24 M24 I N34 N36 IROOF CROSS Beam Wide Flange HR STLT Typical 25 M25 N35 N37 ROOF CROSS Beam Wide Flange HR STL Typical 26 M26 - N49- N51i ROOF CROSS Beam Wide Flange HR STL-1 Typical 27 M27 N30 N31 ROOF MAIN E.. Beam Wide Flange HR STL Typical r-28' M8 N32"' N33 ROOF-MAINýE...; 7B~eamrjj Wide18ge HIR.STL Tv cal`
29 M29 N20 N188 XBRACE HBrace Single Angle HR STL T pical 30 WM30 N22 N16 . XBRACE'- HBrace Single Angle HR STL' Typical 31 M31 N21 N19 I XBRACE IHBrace Single Angle HR STL Typical
,32 M32 N23 N17 F - - XBRACE- IHBrace Single.Angle HR STL- ,Typical 33 M33 N19 N58 I VBRACE IHBraceI Sincgle Angle HR STL Typical 3 M31 N58, Mi8Y-:. <-V VBRACE- 'IHBrace I Sin lbL-Angjle-HR, STL`-`-zjTypicalI,;
Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Phsical TOM Inactive I 1 M1 I I Yes Yes 12 ,M2., I. . ... ii - "_______Yes Yes 3 M3 I BenPIN BenPIN Yes 4 M5 I BenPIN BenPIN , Yes 5 M5 BenPIN BenPIN Yes 6 M68 BenPIN ' "!BenPIN Yes .
7 M7 BenPIN I BenPIN Yes 108 M8' , BenPIN "ýI BenPIN '._______
Yes j 9 M9 BenPIN I BenPlN Yes 10 M10 BenPIN A "BenPIN- - Yes 11 M15 BenPIN Yes Fi2KM 12W BenPIN '.BinP IN' K U<j A 7 > <Ye U 13 M13 - BenPIN BenPIN Yes 14 M14 .____Yes I15 M15 _____jBenPIN Yes 1-16 M16 IBenPIN IBenPI N Yes I___
117 M17 BenPIN Yes _ _ _
18 M18 BenPIN I BenPIN _-_, _____ ... Yes,ý A _____ __ ,._
RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 12 Attachment "B" Calculation CR-N 1013-100 (Page 171 of 219)
Z16 Page 311 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 312 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CFC Member Advanced Data (Continued)
Label I Release J Release I Offset in] J Offset in] TIC Only Phvsical TOM Inactive 19 M19 BenPIN I BenPIN Yes 20 M2 BenPIN' I BenPIN. YS. I 21 M21 BenPIN BenPIN Yes 22 ,:M22' I ,BenPIN..:. ': BenPIN Yes. , ,
23 M23 BenPIN BenPIN Yes
ý24,'*`, M24~' ~ Y~~K~~JYs~-~ 6!:,7ýi7_______
25 M25 Yes Yes 26 M26 - BenPIN BenPIN _-_,"__ . <:' Yes 1 27 M27 BenPIN BenPIN Yes
'28 M28 . BenPIN BenPIN I Yes 29 M29 BenPIN BenPIN Euler Buckling Yes 30- ;M30 - enPIN <'I 1e6PlNI , Euler11uckl1n1 Yes, 31 M31 BenPIN BenPIN Euler Bucklingl Yes
- 32 1 M32. B BenPI BnPIN .Euler Bucklind Yes I 33 M33 BenPIN BenPIN Yes 34 M34- I BenPINV - BenPIN .I :. ____-_, ____ Yes, I Joint Coordinatesand Temperatures Label X [ft] Y [fti Z Ift] TeMr fF1 Detach From Diap...
1 N1 4 0 1 0- 0
.2- N2' 4, 0 . 18>1 0<- "
[3 N3 12 0 0 I 0
[4 .N4 12 ý011~
5 N5 1.5 0 15 0
' ,N6 W66 14.3133, 0 ' -14:5 0- '*<
7 N7 0 0 0 0
[8 N8 1.167, 0 11 0'"
9 N9 .75 0 7 0 10o wN1O 0 0- 3 0 11 N11 14.333 0 3 0 "1 'N12 412.50 0 13 N13 4 12.5 18 0 1i'. . N4- " 12 12-.5 0 0 15 N15 12 12.5 18 0 16 N16 4: 12 0 0, 17 N17 4 12 18 0 18 .-.N18 12 12 U.. 0: __ _,,0, ,__ .
19 N19 12 12 18 0 20N20 4 .1.5f> 0~o.~ -~-*
27 N27 2.667 0 3 0
[28 . N28 , 8667 ' 0 ' .. . 0 -i
[29 N29 8.667 0 1 3 0
[ 30 N30 . 4 13.5 .* 0 >< 0 --
31 N31 4 13.5 18 0 32 . .N32 '". 12- 13.5, . 0 0 331 N33 12 13.5 18 0
-34 >N34 1 ", 3-0 0 0 35 N35 1.167 13.5 18 0 36 N36 14.75- 13.5 I ___0_-__, 0 0 37 N37 14.75 13.5 1 18 00 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 13 Attachment "B" Calculation CR-N 1013-100 (Page 172 of 219)
Z16 Page 312 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 313 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC Joint Coordinatesand Temperatures (Continued)
Label X [ft] Y [ftl Z [ft] TempAFF Detach From Diap...
38 '5 :2.5 .N38,,-,,3.5,> 1- 0 0 -,
39 N39 2.5 13,5 18 0
,4o~ N40 "A5 13ý 0 41 N41 13.5 13.5 18 -0 43 N43 14.333 0 4.5 0 "44 N44~~' 4?~ 0 :4:5:<0 '
45 N45 14.333 0 9.5 0
'46 . N46 ' . 4 .0 9.5' 0 47 N47 4 0 1 15.458 0 48 "- N48 12 !0 15A58 .' 0 49 N49 12 13.5 9 0 50" N50 ' 15 0 51 N51 2 13.5 9 0
'52 N52 4".4, ; 1 - ',,_ ii 0 __,
53 N53 4 0 7 0
,54 :N54, 4'- "1"3: 0.
55 N55 12 0 14.5 0
- 56 ... 6... 12 0 03 '
57 N57 12 0 1 4.5 0 158' N58 12 '-0, ' 9.5- 0 59 N59 8 6.75 0 I 0 60 ' N60 :'8- "6 .75 1 1 0 _ _ _
JointBoundary Conditions Joint Label X [k/in] Y [W/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 I 2 -N2 3 N3 I 5 14ý N5 N4 ' ____
-6 'N6&*
7 N7 9 N9 11 Nil
-12 N12 ._.__,'__
13 N13 14 'N14 15 N15 16 : N16 - _"_,,
17 N17 18 -ýNi8l__ _ _
19 N19 21 N21 22 N22 _____I'w
- 23 N23 24 N241 *'
25 N25 26 . N26 _ __ I_____
27 N27 28 ,' N28 -. . _" ._.__
29 N29
'30' ' N80, RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 14 Attachment "B" Calculation CR-N 1013-100 (Page 173 of 219)
Z16 Page 313 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 314 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC Joint Boundary Conditions(Continued)
Joint Label X [k/in Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 33 N33 F33ý N34~~ _ _ _ _ _ _ _ _ _ _ _ _ _ _
35 N35
'36,, ,N36- 77____
37 N37 38 N38 - Reaction __." __. ___ __._______ .__,_.___.
39 N39 Reaction Reaction Reaction 40 . N40 I R6ection Reaction Reaction ,__'_ _ -__-
41 N41 Reaction
"' KN42*____ L______ __
43 N43
[44n '~N44' 45 N45
- 46. N46____
47 N47 I 48 ' N 48 . ...- _ _,_ _ _ . _ " __ - -"--- ----- _---------
Hot Rolled Steel Design Parameters Label Shape Len th... Lbvvlffl Lbzz[ftl Lcomo to.. Lcom b... K Kzz C.nyy Cm-zz Cb swavz swa Function
-4 1
.2 3
5 M1
.;M2 M3
. M4 M5 BASECR..
BASECR..I -8 ITOE PLA..! 4.014 ITOE PLAI.. 4.022 TOE PLA..!
18 Segment 4.07 Segment "
{ -:
Seqmentl Segmeht' V
I.
I[
I I
I
-Laterall Lateral Lateri Lateral Lateral, 6 ,M6 TOEPLA.. 3., I _____ ILateral] .
7 M7 TOE PLA.. 11.5 Lateral 9 M9 BASEINT.. 10.833 Seament Segment Lateral 11 M11 BASEINT..114.333 Seqment_ -__ __ Segment Lateral
.120 1:2 .BASEINT--.10.333, segmen2 .___._*_ __ Segment _ _ Lateral 13 M13 BASEINT..! 10.333 Seclment Segment _ Lateral F142 M14 .'BASEINT.I-2:,542'Segmen [t Segment. - .. Late aI 15 M15 BASEINT..I 8 Segment Selment Lateral
- 16. M16 BASEOU.IN-852Segment .. *" ., Se mentI 7 ' _ , - Lateral.
17 M17 BASEOU.. 12 Segment Se ment Lateral 198
...20! MM1918 .,1 OLUMN: A13.5 8,OLUMN
!3:5 Segment Sbge~ri nl - -' - --, ... : .. . , . *.... -,:-, -.
I Lateral 19: M10 COLUMN T13.5 Seqment _ __I btera[
La__
21 M21 COLUMN 1 13.5 ISegment _ _-._.. Lateral 22' M22 jBASEOU,.T '8 I 5 1 ___, I __ _...... '777_ I Lateral 23 M23 IBASEOU..! 8 1 1 1 Lateral 24 -,M24 ROOF C.... 13:583 1. " 8 8 ... ....... .Lateral 25 M25 ROOF C... 13.583 8 8 1 Lateral 26 M26 ROOFC.: 1 . , .,_ . . '_ I _ -__ "-. *."I.
___ Lateral 27 M27 ROOF M... 18 10 10 Lateral 2F, ~'M28.j'ROOFM M.K18, 1___ i __ ___ f~Q I.tea 29 M29 XBRACE 13.2 Lateral 30 3 M80 IXBRACE t'13a2 _ . .. I I. ' C ateral 31 M31 IXBRACE I 13.2 I 1LateralI 32 M32 1XBRACET 13.2 " I , Lateral.
33 M33 IVBRACE 114.705 . ,1 I Lateral 34 M34" VBRACE~j 15.305 1 ... _ , . _, I 11LateralI RISA-3D Version 7.1.3 [M:\...\.. .\...\. ..\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 15 Attachment "B" Calculation CR-N 1013-100 (Page 174 of 219)
Z16 Page 314 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 315 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC JointLoads and Enforced Displacements (BLC 6: SPIDER BASKET)
Joint Label L.*M Direction Magnitude[(kk-ft),(inrad), (k*s2/f...
N36 L Y -1.25 L' N37` L" L. -1.257 Member Point Loads (BLC 4 : HYDR RAM #1)
Member Label Direction Magnitude k-ft] Locationift,%1.]
1-1 M26 Y -10.75 10 Member Point Loads (BLC 5: HYDR RAM #2)
Member Label Direction Magnitude[k skkfl] Location[nt,3]
- i1 M26 Y -10.75 4 Member DistributedLoads (BLC 8 : BLC 1 TransientArea Loads)
Member Label Direction Start Magnitudefk/fL. End MaSnitude k/ft,.. start Location[ft,%] End Location[ft_,]
M8 F Y -.148 -.148 0 I1 1.033 M8: , Y -. , -.148 - -.148 , : ' 1.033. - "1: , 2.067 3 M8 F Y -. 148 -.148 2.067 I 3.1 4 M9-Y . -.204-., -.204',:G 2.167 i.. 3.25 5 M9 Y -. 142 -.142 3.25 4.333
'--6" M9""" Y*'. -.1-42 -.142., 4.333 5.41 7 M9 Y -.177 -.177 5.417 6.5 M1O '"<<<~K>7~
f -.1 :<~ 3.375 : .'
9 M10 Y -. 17 -.17 4.5 5.625
,o10" M10 F 'Y -.136- . -.136 5.625' 6.75.
11 M10 Y -.136 -.136 6.75 7.875 F12 M10 [- Y " ..17 -.17 7.875 " 9 13 Mll Y -. 188 -.188 2.867 4.3
-141 MI. Y-.516 -16. 4.353 15 M1 Y -. 134 -.134 5.733 7.167 16~~~MT. ~j9~16' '6~
4 7.,167-' 8 17 Mll Y -. 16 -.16 8.6 10.033
,18: '"MIu' L: Y I<-.16& -.16 10.033' 11.466,,'
19 M12 Y -. 148 -.148 0 1.033*
[.20 M12,y -. 148' '. -.148 1.033." '. 1 ,2.067.'"
21 M12 Y -. 148 -.148 2.067 1 3.1
- 22 .Mt2 M ,'7Y7J:7>"'.' -.148 .,-.148 '""s'
.4.133 3.1..
23' M12 Y -. 148 -.148 4.133 5.167 24' M1 . ~ 9'9'<i< .185' . -18 5.167 .62 25 M13 Y -.148 -.148 0 1.033 26 M13 Y -.148i' -. 148 1.033 ' ' 2.067 27 M13 Y -. 148 -.148 2.067 3.1 28 ," M*13 Y -.148 -.148 3.1 , . 4.133 29 M13 Y -. 148 -.148 4.133 5.167 M1.5. Y ..... .-,144 - .144 '0 8 31 M15 Y -. 144 -. 144 .8 1.6 32 M16 _,____ -.072' -072 0'8 33 M17 Y -.075 -.075 3.6 4.8
-34 M17 - Y -.08 -.08 " '4.8' :1 6 35 M17 Y 1 -.08 -.08 6 7.2 36 M17 Y.,- ;-.08 -.08 7.2 .. 8.4 1 37 M17 Y -.064 -.064 8.4 9.6
[38 ' M17' __ ,___ -08M' -.08, " 9.6Mi.' 108.
39 M17 Y -.08 -.08 10.8 12 140- M8' y -.148 -.148. 3.1 : " ... 4.133 RISA-3D Version 7.1.3 [M:\ ...\ ...\ ...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18xl4.r3d] Page 16 Attachment "B" Calculation CR-N 1013-100 (Page 175 of 219)
Z16 Page 315 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 316 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-NI1013-105 CR3 - BT4-180 Work Platform Design Checked By: CFC Member DistributedLoads (BLC 8: BLC I TransientArea Loads) (Continued)
Member Label Direction Start Ma nitudetkifL.. End Magnitudefklft d Start Location[ft,3/o] End Location[ft,%]
41 M8 Y -.148 -.148 4.133 5.167 2*M8,, ,-- :, :'i:K':Y-185 1'85. 5 167 '6.2, 43 M8 Y -.148 -.148 6.2 7.233 4M8Y -17 -'677.233 Izz 8.266 45 M9 Y -.142 -.142 6.5 7.583 46 .... Y: A-177 ' -.177 ,,- .. 7.583 -8.666 47 M9 Y -142 -.142 8.666 9.75 49 48 "'M9Y '~
M10
-142,,.4<>9.5'1.3 Y -.17 -.17 9 10.125
ý50, Y'M0 .1'U99 36 , -. 13 10!125, '1125 51 Mil Y -.053 -.053 11.466 12.9 52 M..I 2 . .. .. 7. 148 .-.. 148 6.2 t 7.233 53 M12 Y -.167 -.167 7.233 8.266 54 .M13 Y -.185 -.185- 5.167 6.2 55 M13 Y -.148 -.148 6.2 7.233 56 :;M13 Y .. T -:.222 -.222 " 7.233. ' 8.266 57 M15 Y -.192 -. 192 1.6 2.4 58 59 M15-M15 Y
Y j -.144
-.144 9.2
-.144 4
__60,_ '144 -. -.
- 144 24.
32, 4.6 61 M15 Y -.144 -.144 48 5.6 62 M15- ' YW"19 - ".'192 9 " 5>-6.4 63 M15 Y -. 144 -.144 6.4 7.2 64< '>' 'MiS6ý' ý,!.. Y. -.144<' ~-.14 f4 ' 7 65 M16 Y -.072072 72 .8 1.6 66 M6' 'Y -0696' . .096 .1 2.4' 67 M16 Y -.072 -.072 2.4 3.2 68 M16 Y , ,-.072 -:072 3.2 , 4, 69 M16 Y -.072 -.072 4 4.8 70 -M16 Y I -.072 -'.072 4.8 5.6,"
71 M16 Y -.096 -.096 5.6 6.4 72, M 16, Y -.072. -.072L. 6.4 '7.2, 73 M16 Y -.072 -.072 7.2 8
'74 ' ' M9 Y' --.263f, '-,2639<<. 0 1.t083' 75 M9 Y -.276 -.276 1.083 2.167 76'M1 ~ 'Y ' '.341 "ý'-41 7 ~ 51125 77 M1O Y -.3 -.3 1.125 2.25
,78 "'M10. Y " 26" -662125 3375 79 M11 Y -.134 -.134 0 1.433 80 :M1 '. y ' -. 201 -.201 1.433 1r s'2.867' "
81 M14 Y -.126 -.126 0 .254 82 MI7 Y" 1 -.133 -.133-' 0 . 1.2 83 M17 Y -.133 -.133 1.2 2.4 84 *M17 . 'Y *I ' -.106 --. 106 :i.. 2.4 3.6:
85 M1 Y -.011 -.011 1.8 3.6 86 ' M1 . Y .- -'
-011 5.4 , '72 87 M1 Y -.011 -.011 9 10.8 88 ~:M.Y v'0' ~ '01'16 'I 14:4,'
89 M14 Y -.081 -.081 .254 .508 90 M4' Y" ~ <6'508 .~-12. .762"'
91 M14 Y -. 162 -.162 .762 1.017 92 '. Y -162
- M114 -162
- " ' 1.017 :' 1271' 93 M14 Y -.081 -.081 1.271 1.525 94 :fM14 [ Y -.081 -.0811.'- 1.525 1.1779 95 M14 Y I -. 162 -.162 1.779 2.033 96 'M14 U I Y I -.162 -.162 2.033 2.287 97 M14 [ Y 1 -. 162 -.162 2.287 2.542 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 17 Attachment "B" Calculation CR-N 1013-100 (Page 176 of 219)
Z16 Page 316 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 317 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC Member DistributedLoads (BLC 8: BLC I TransientArea Loads) (Continued)
Member Label
_ Direction Start Maqnitude[klft .... End Mao uderk/ft d Start Locationlft.%1 End Locationrft,%
!98 -
- M 1 'Y* I I; >4:1* GO6< - ' 4' 662 8,;2 6 ; -94.3#
99 M8 Y -. 22121 9.3 10.333 100 ,M121 > 4 >Y 4/i'27 6 '27ý
- _ 8.266 '. ,9.3 "
101 M13 Y -221 -.221 8.266 9.3 1021 ;-M134' 4 :%4Y . -332 2 ', ýS2 9:33.WW3 10.&.K,'fo0333.
- 4 103 M 12 Y -.332 -.332 9.3 L 10.333 Member DistributedLoads (BLC 9: BLC 2 TransientArea Loads)
Member Label Direction Start Magnitude[k/if,.. End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%]
1 M8 Y -.037 -.037 0 1.033 7<Me> 07~4 '>37 -L >1.0334K<42~
3 M8 Y -.037 -.037 2.067 3.1 4 MY4~ y> , ----. 05 -.05 ~ /2.167 3.2 5 M9 Y -.035 -.035 3.25 4.333 6 m M9', /.) 7~ 35
-.0K4 2/ -.035>4 4 4.333'~4 45,417w 7 M9 Y -.044 -.044 5.417 6.5
~'82 . MO710 YK ~K'2 -.N >444K -.042 437543.37' 4,5< <
9 M10 Y -.042 -.042 4.5 5.625
~1o >. J 11M0">
U__ Y 03424-.27034 ~K '5.b25' ' 6 757 11 M10 Y -.034 -.034 6.75 I 7.875 12 vu , ' -.042k O. '*K ,042 .7...875 /4. 9 13 M11 Y -.046 -.046 2.867 1 43 L14< $4 M~i$4 4 &' ' ý4 '< 04', 4.34 > >5,733 15 Mil Y -033 -033 5.733 7167 16 Mil Y -.04 -.04 7,167 8.6 1 17Mil I_ -04 -.04 86 10.0,33 19 M12 Y -037 -.037 0 1.033
[260 M12 I>Y 2 037 ~03-7
-. 1.033'4 '2 2.06772 21 M12 Y -.037 -.037 2.067 3.1 23 M12 Y -037 -037 4133 5.167
~23 7i M12 'Y 4' / -O4 2 /-,W376 44325. 16'7 15W4' 25 M13 Y -.037 -.037 0 1.033
'26 M 13 Y7 4-,0374 -M371,033 2 0 67 27 M 13 Y -.037 -.037 2A067 3.1 28 '4*4", 'M13 , ' 4 *
"-.037. ' '" 4.r 037
.... :4 31 /*- 4 1, 29 M13 Y -.037 -.037 4,133 5.167 30' 1:5 "' 2 ~35 -.0 4K 4 <3 >4 U ~ 4'"6/
31 M15 Y -.035 -. 035 .8 16 32M >2 6 ~'08 -. 1~'v 2 /4-ý018 'A~ ' 8 33 M17 Y -.018 -.018 3.6 48 34 1 17 Y 1027/>
-. /440</ 4 48 6 ~ 4 35 M17 Y -.02 -.02 6 7.2 4
36 2 >2 M7""' "Y>/~ ri 4
-i--0 -.02k' 8.47 37 M17 Y -016 -.016 84 9.6 39 M17 Y -02 -.02 108 12 140+ 222M8 Y ~037. '-037 ~A '3.21 4.3, 41 M8 Y -.037 -037 4.133 5.167 2
422 M1 r4/' '5 Y - n4'46 ~'-.046 4 " 5.167 -~6.2' $
43 M8 Y -037 -037 6.2 7.233
ý44 7/ 7M8 Y i -<041 ,041; 7.233 4 266-L45------- M9 Y -035 -.035 6.5 7.583 46 1 M9 Y 2 '-044 '-.044 2 7.583 2' -866 47 M9 Y 1 -035 -.035 8.666 I 9.75
,48 'M9 2 035~ .035' ~ 9.75 10.833 RISA-3D Version 7.1.3 [M:\ ...\ ...\ ...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 18 Attachment "B" Calculation CR-N 1013-100 (Page 177 of 219)
Z16 Page 317 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 318 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CFC Member DistributedLoads (BLC 9: BLC 2 TransientArea Loads) (Continued)
Member Label Direction Start Magnitude[klft End Magnitude[klft d. Start Location[ft,.] End Location[ft,%]
49 M10 Y -.042 -.042 9 10.125 5 MiO , -. 034 '": -..034 10.125-. '- 1,1.25 51 M1 Y -.013 -.013 11.466 12.9 52,- -WM12 , Y ` .037 . -;037.. 62 .. 7.233.
53 M12 Y -.041 -.041 7.233 8.266 54 >YM3 ".,o-46ý -O4'517~ .'-
55 M13 Y -.037 -.037 62 7.233 i.56 1 Y7 05~i ' -.055, 79.233' g262 57 M15 Y -.047 -.047 1.6 2.4 58' <M15' , Y ..-. 035- .035 .24 3.2- "5 59 M15 Y -.035 -.035 3.2 4 60 .'M15 Y"', -.035 , -.035 . 4 4.8 61 M15 Y -.035 -.035 4.8 5.6 62 M15 I .Y , -.047 -.047 5.6 6.4 63 M15 Y -.035 -.035 6.4 7.2 64, ,..2M15 Y:
Y.. -.035 -.035 7.2,' " 8 65 M16 Y -.018 -.018 .8 1.6 66- 7i'M16f Y~ -024>ý-2 1.6 '24 67 M16 Y -.018 -.018 24 3.2 68i .77~M'I6ýý -08 i-.-018 '1/2 *>3.2 ~ 4' 69 M16 Y -.018 -.018 4 4.8 70 - M16 -Y -018, 18 , <"48.5.6 71 M16 Y -.024 -.024 5.6 6.4 72 M16 Y" -.018 -.018. 6.4 7.2 73 M16 Y -.018 -.018 7.2 28 74' M9 -'Y -.065 "-.065 0 - " 1.083 75 M9 _ _-.068 -.068 1.083 2.167 76 ' M1O.0',. -.084 -,-.084 0 ,,1.125 77 M10 Y -.074 -.074 1.125 2.25 78- M1O*,--! Y-.066 ý-066" `2'25 3.375..-,
79 Mu1 Y -.033 -,033 0 1.433 80 M1 1, -943, 049" . 433 - 2867 81 M14 Y -.031 -.031 0 .254 8ý2-7->7M17 _____ -03 .033 . 0.1.2 83 M17 Y -.033 -.033 1.2 2.4 84 7 M1'l7 Y -.026- .. -'4.26 243.6Q 85 M1 Y -.003 -.003 1.8 3.6
'86 *003 -003 5.4 7.2 87 M1 Y -.003 -.003 9 10.8 88 "M1 T,: :. Y -.003":, -'-003 12.6 ' 14:4 89 M14 Y -.02 -.02 .254 .508
-90 M14 . -04' -. 04> .50877>'-"7821>
91 M14 Y -04 -.04 .762 1.017 92 ' ': M14 Y -04' ' A04 1.01,7 1.271 93 M14 Y -.02 -.02 1.271 1.525 94 'M14 " Y k "' j : * .-. 02' '-.02 1.5256:.--, 1.779 95 M14 Y -.04 -.04 1.779 2.033 96 - Mi41 -Y -.04 .
-, -04 -033
. - - 2.287 97 M14 Y -.04 -.04 2.287 2.542 98 .M8 Y -- 041 :266 , '04 9.3, 99 M8 Y -.055 -.055 9.3 10.333
- 100 -- tM12 . , -. 068. -.068 8.266 -i "9.3 :
101 M13 Y -.055 -.055 8.266 9.3 102 M12 Y -082' -.082 ' 9.3 10.333
[103 M12 Y 1-82 -. 082 9.3 10.333 RISA-3D Version 7.1.3 [M:\...\...\... \ ...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 19 Attachment "B" Calculation CR-N 1013-100 (Page 178 of 219)
Z16 Page 318 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 319 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CFC Member DistributedLoads (BLC 10 : BLC 3 TransientArea Loads)
Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... Start Locationift,%] End Location[ft,%]
1 M Y -.067 -.067 18 36 2 Ml '53Y ,-'.538" ' j-.677~< 54' 3 M1 Y -.404 -.404 5.4 7.2
,'4 1I Mi '.'Y"'1 538 -58.',7 9 5 M1 Y -.471 -.471 9 10.8 6 " ' M9 ,,Y , -.224, -':224 :,%, 1-.083 7 ,2.167.
7 M1O Y -215 -215 1.125 2.25 8 jM Y -215.215 225 3.375 7'>
9 M10 Y -.538 -.538 3.375 4.5 1'0 M1iO"____... .- 64' .4-.5 5.625' .
11 M11 Y -.169 -.169 2.867 4.3 12 Ml_____ Y -.338- -.338 4.3 5.733 13 M11 _ Y -.338 -.338 5.733 7.167
,t14 Ml1 Y 1 -338: -. 338 7 . 7.167 8.6 15 M12 Y -.234 -.234 0 1.033
'.16 "'M12Y
. -,7703 %-:,703.. §> 103267 >
17 M12 Y -.703 -.703 2.067 3.1
'18'M12 . '469 -.469 31 4.33, 19 M9 Y -.335 -.335 3.25 I 4.333 20 M9z- Y -. 224 . .-. 224 '"' 4.333 '. 5.417,,",
21 M9 Y -.335 -.335 5.417 6.5 22 . .. , . I 1 -.335 . . , -.335 '. .', 6.5 "-1. 7.583 23 M1O Y -.646 -.646 5.625 6.75 25 M12 Y -.469 -.469 4.133 5.167 26'"13" ' " Y-.234 ' ."-.234 1/2 .1.,033' 27 M13 Y -.703 -.703 1.033 2.067 28 M13 Y -.703 -.703 2.067 3.1 29 M13 Y -.469 -.469 3.1 4.133 30 1 M13: I Y J -.469 .. -.469 4.133,. .5.167.
Member DistributedLoads (BLC 11 : BLC 7 TransientArea Loads)
Member Label Direction Start Magnitudejk/ift.. End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%1 M8 Y .183 .183 0 1.033 3 M8 Y .183 .183 2.067 3.1 4 M9 Y .251 ....... .251- 2.167 . : ' 3.25 5 M9 Y .175 .175 3.25 4.333 6 M9 'Y 15175' ': .'.3'" .'547."
7 M9 Y .218 .218 5.417 6.5 8 M Y .21 .21 ' j, ,3.375 ', , 4.5 9 M10 Y .21 .21 4.5 5.625 10 M10 Y ] .168 .168 '. 5.625 1", 6.75 11 M1O Y .168 .168 6.75 1 7.875
-12 M10 Y .21 .21 7.875 . 9 13 M11 Y .231 .231 2.867 4.3 442"" ' .98 J'il 198,7
- '~ 2 4.3 .L .~ I>'5.733-7 15 M11 Y .165 .165 5.733 7.167 1j6 "M, 7j98 1Y "" .198, " 7.1167T,'- "'.6" 17 Mll Y .198 .198 8.6 10.033 18 ,M 11. Y .198 ' .198 ' 10.033 :---: ' 11.466 19 M12 Y .183 .183 0 1.033
[20 M12 Y, - .183 .183 1.033:-; ' 2.067 21 M12 Y .183 .183 2.067 3.1 22 :- : M.12: " Y " .183 ; t ' .183,' - -". 3-1 "- 4j133 23 M12 Y .183 .183 4.133 5.167
'M12 M24 Y " .229 1 .229 ',` 5.167, ... ' 6.2 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18xl4.r3d] Page 20 Attachment "B" Calculation CR-N 1013-100 (Page 179 of 219)
Z16 Page 319 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 320 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CEC Member DistributedLoads (BLC 11 : BLC 7 TransientArea Loads) (Continued)
Member Label Direction Start Ma nitudedft.. Start Locatiod . .% End Location ft,%
25 M13 Y 183 .183 0 1.033 26, M"13 Y A83ý" '183
.1~ ' 1.0Y33 7 :2.061 27 M13 Y .183 .183 2.067 3.1
,28: M1 Y .. ~ .183 J-~ .183 4'31 29 M13 Y .183 .183 4.133 5.167 31 M15 Y .177 .177 8 16 32 M16z.Y 089 .089 0 .8 33 M17 Y .092 .092 3.6 4.8
.34 .'.iM17 'y 098,'.098' ' 4.".8 t6 35 M17 Y .098 .098 6 7.2 36' M17 Y'.098 .1098' 7.2' 8.4. %
37 M17 Y .079 .079 8.4 9.6 38 M17 ', Y I .098-, .098 9.6 10.8 39 M17 Y .098 .098 10.8 12 41 M8 Y .183 .183 4.133 5.167 42 M8 Y .229 :229 ' ' 5.167 &
6.2 43 M8 Y .183 .183 6.2 7.233 4 :'M8 j Y ""'25205: &8266 45 M9 Y .175 .175 6.5 7.583 47 M9 Y .175 .175 8.666 9.75 48 ' M9 .1 Y ,. .175' A175 ' 9.75 -. 10.833 49 M10 Y .21 .21 9 10.125
.50' ~, ...M10, C '7 ' KK6 6' "' 10.1,25-.'7' 11.25
51 M11 Y .066 .066 11.466 12.9 52 M12 I Y ,, ' '.183 .183 6.2: + 7.233 53 M12 Y .205 .205 7.233 8.266 54, M13 I1',-Y .229 .:229 5.167' 6.2 55 M13 Y .183 .183 6.2 7.233 56, .M3 MI Y' "1 " .74ý "274 74 7i ' 7233.A'
. '.6 57 M15 Y 1 .236 .236 1.6 2.4 58 Mi5 :Y .177-- ' .177'" . 2.4" ' 3.2 59 M15 Y .177 .177 3.2 4 60.'...M5 Y / T77. .177. 7 '<.'4.& '.A 61 M15 Y .177 .177 4.8 5.6 62': ` Mi15 Y .236 -236' ' 5-66.
63 M15 Y .177 .177 6.4 7.2 64 z M15- :Y .177 '177' 7T2 __, -_,8_
65 M16 Y 089 089 8 1.6 66 'K M6 1____ 18.1 6u'2'.4 67 M16 Y .089 .089 2.4 3.2 68 'M16 I Y . .089 .089 3. . 4 69 M16 Y .089 .089 4 4.8
,70'. 'M16,.; . .8' 09.Z~ 8'.6' -.
71 M16 Y .118 .118 5.6 6.4 72:' M6 "' .':097089 8" 6:4- 7.2' 73 M16 Y .089 .089 7.2 8
- 74. M9- *1. Y, 325 -325 0 ~1083 4
75 M9 Y .341 341 1.083 2.167 76' ~ M10?' "W Y'~'7> '.42' .42 .'"<<'0' . ~ 4 77 M10 Y .37 .37 1.125 2.25 78 M1O I Y .328 ,.328 2.25 ' 3.375 79 M1l Y 1 .165 .165 0 1.433 80 8_, __________
M1 12 Y.-247 .247,, ' 1.433- 867 2867 r81 M14 ! Y .155 .155 0 .254 RISA-3D Version 7.1.3 [M:\....\..\\ ...
\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 21 Attachment "B" Calculation CR-N 1013-100 (Page 180 of 219)
Z16 Page 320 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 321 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CEC Member DistributedLoads (BLC 11 : BLC 7 TransientArea Loads) (Continued)
Member Label Direction Start Maanitude[kt.. End Maqnitude d.k/ft Start Location[ft,%] End Location[ft,%]
82 .M17 I Y .164,-' ". 164 , . 0 1.2 .i..
83 M17 Y .164 164 1.2 2.4 84M1 '~ Y" .1'31i u .131- ' 2.4' 85 M1 Y 014 014 1.8 36
'86 M" ,01 014 5.4" 7.2 87 M1 Y .014 .014 9 10.8 88 1 M1 I Y 1 014 .0.14 ----- 12.6 Jý 14.4.
89 M14 Y .1 1 .254 .508 91 M14 Y 2 .2 .762 1.017 92 M14 Y .2 .2 ' 1.017 1.271, 93 M14 Y .1 .1 1.271 1.525 94 ,M`14. Y .1 -. 1t1.525 1.
- 1779:
95 M14 Y .2 .2 1.779 2.033 96, ' M14:,'> Y2I'033. -
97 M14 Y .2 .2 2.287 2.542 98 KM8:1 ~ Yý 20. 205 8.266' 1.93 99 M8 Y .273 .273 9.3 10.333 100 M12 . Y' .. -.341 .341" 8.266 V 9.3 .
101 M13 Y .273 .273 8.266 9.3 102 ~,1-3 M: Y- WI .409; .. .4,6~9?.,< '9:3 ."... . 013332i 103 M12 Y .409 .409 9.3 10.333 Member Area Loads (BLC 1: PLT DEAD LOAD)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]
N2 N1 N3 N4 I Y A-B -68.14 12 1 N5 . ;;*; '-1%NN7
- 6'5NT7 I. Ni N47 N4 '-."
- Y " :- ; "AB
.A-B " K ; ' "-68:*1'47;!;',
81" ..
1 3 N56 N55 N6 Nl1 Y A-B -68.14 Member Area Loads (BLC 2: PLT LIVE LOAD)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]-
i N2 N1 N3 N4 Y A-B -16.81 2 N5
" N7 -- 'Ni ý'N47 Y-AB" -68; 3 N56 N55 N6 N11 Y A-B -16.81 Member Area Loads (BLC 3: COILER/TENDON/PUMP)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ps 1FZZ N42 I N27 I N29 N28 I Y I Two Way -322.92 Member Area Loads (BLC 7: 5:1 PLTLIVE LOAD)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]
_ 2 N1 N3 N4 Y A-B 84.03
'2k ~ N I'N --7N-I .l'ý1\47 ~'I 'N A-B I "4'.03;'Y N56 N55 N6 N11 Y A-B 84.03 Basic Load Cases BLC Description Category X Gravit Y Gravit Z Gravit Joint Point Distributed Area (Me.. Surface 132 PLT DEAD LOAD DL 3 2 'PLTLIVELOAD " LL, .:. : , >',.3 3 COILER/TENDON/P... OL4 1 4 HYDRRAM#1 OL5 , 1 5 HYDR RAM #2 OL6 I RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 22 Attachment "B" Calculation CR-N 1013-100 (Page 181 of 219)
Z16 Page 321 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 322 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC Basic Load Cases (Continued)
BLC Description Categor X Gravit Y Gravi Z Gravi Joint Point Distributed Area (Me... Surface...
7 5:1 PLT LIVE LOAD LLS 3 9 BLC 2 Transient Area.. None 1 103 1i0 ýL~C2 TransientArea; .
11 BLC 7 Transient Area..
,Ncoinv None Y&
I § o30 103 Load Combinations Description Sol...PD.. .SR ... BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor DL+LL Yes DL 1 LL 1 2 ýCO LE 'y! LI..... 3 4 DL+LL+RAM LOC #1 Yes Li 1 4 1
_5_ DL+5LL+COILER (5:1) Yes DL 1 LLS 1 3 1 I Load CombinationDesign Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Footinqs 1 DL+LL Yes 1 Yes Yes Yes Yes
- 2. . Os Yes -L+LL+eCOLER Yes Ye.s 3 DL+LL+RAM LOC #1 I Yes I YYes es Yes Yes 5 DL+5LL+COILER (5:1) 1 1.33 L Yes Yes Yes Yes Yes Envelope Joint Displacements Joint X [in] Ic Y [ml Ic Z [in] Ic X Rotation ... Ic Y Rotation ...Ic Z Rotation . Ic 1 N1 max .044 2 -.033 5 .031 2 8.715e-3 2 -1.133e-4 1 6.59e-4 I 2 7
2 min- 017 A<7A.0747$2> .0:07J~ 4< ~3.465e-3 1~'-:66~ 2 3e-43&5 3 N2 maxl .016 3 -.019 5 -.024 1 -3.418e-3 1 4.232e-5 5 2.05e-3 2 4 m 0:0535 0, 8.1291ei-32 -8.1876-5 >42.2*8e-4 4*
5 N3 maxl .044 2 -018 5 .022 2 1.611e-3 2 -1.042e-4 5 3.358e-3 2 6mini p017 1 -,048 2' o0i Fj4--041 e-45 -2.498e-4 2 8.024e-4 .I~
7 N4 max 016 3 -.009 5 007 5 -2.845e-4 5 -3.642e-5 1 3.182e-3 2 8 .. ~
N5 m~
max rrIin -. 0
.017 4" 1-.038k 3 -.162
~4~ 1 0 1?
-.01 1 -1.437e 2" 5 -3.086e-3 1 782e5 62 i.224e-3 2')
2
.4'46e-3ý 1 1.871e-3 2 9
..- '-L
'1ý - IA <runi -.002 4 -.404 <2< -.0- 2-7:502e63 VL4094 4k 5e-4!i
.5e215 1 N6 max .018 3 .038 5 .02 2 -2.983e-4 5 0 1 4.675e-3 2 12 ýmin 0> 4 -05
- 3' 4 . 0077 1i-1.1 32e-3 s2 Ck0.. 'I~ 1285e&3 ~4' 13 N7 max .044 2 -.036 5 -.011 5 8.715e-3 2 -7.167e-4 1 1.051e-3 2 14f;~>.
' i.'~mn 07 1iL -.121 '2 702'91 i696e-3 ~2 5.209e5'5'
]2'~.663
-1.
15 N8 max .018 3 -.325 1 -.009 5 -1.202e-3 1 0u 1 1.793e-3 2 16 'min, -.001 4 -.77 .2~ .024 2~ -3.269 -e--31 "2' 0' 1f. i5'2e-'4' 17 N9 max .021 3 -.364 1 -01 5 2.553e-3 2 0 1 1 .462e-3 2 min , .n002 1 -.812 2 05 2' 1.112e-3 1 1 6.025e-4.
19 N10 max .032 3 -.217 5 -.011 5 7.361e-3 2 0 1 8.471e-4 2
ý20 nir' ;0o1i mi_____ ' -.491i r2 - 029----- 2 ~2 39e-3 <1 077 1 >1 .318e-4~ 5 21 NIl max .032 3 I .055 5 .02 2 1.287e-3 2 1.295e-4 2 4.675e-3 2
ý' 2---min-' .-01+/- 1 1 K '039'.4' .007 1 -3.~19-4-e4 z5- -. 4io l-5 '5 1-1.28'5e 4 1 23 N12 max .014 2 -.025 5 .002 2 -5.258e-5 4 -1.88e-5 5 -1.686e-4 5
,24 Mi~ n--i -.007 5 -.U56 12 0' 4 -2'.011 e4 '2&1-4.814e-'5 ~.2' -4.472-6e-4 1 25 N13 max -.002 5 -.014 5 -.002 1 3.338e-4 2 2.942e-5 2 -8.395e-5 5 F26 :'min -.009- j-'47"7--043 $3 '-.005 2 1.i49e-4'1 1.0<54e-:5 '5 -4.79e-4 A"4" 27 N14 max .014 2 I -.017 5 .066 2 -1.258e-3 5 1.85e-5 1 8.731e-4 2 28 N5 min -.006 5 -,043 2 . -.017 5 5.012e-3 2 -6.944e-6 5 3.932e-41I3 29 N15 ma -.002 5 -.009 .5 1-.015 15 14.83e-3 2 -5347eý-6 5 6.784e-4 13 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 23 Attachment "T" Calculation CR-N 1013-100 (Page 182 of 219)
Z16 Page 322 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 323 of 364 Company Designer Precision Surveillance Corp Brian Giometti Job Ngumber CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CFC Envelope Joint Disp~lacements(Continued)
Jonint Y i I IC Yfi! Ic Z Lij Ic X Rotation ... 1c- Y Rotation ... Ic --Z Rotation Ic
- 3 * "'**'*
- <**;s*
,*t ;*, ml I,**009*)" ... . 035"
..... 064,
... 1-15e-3: 5 -377 e7 2. 1"1'e- 5 3-1 N 16) max .012 2 -025 5 .003 12 -5.164e-5 4 -2.54e-5 5 -7.726e-5 -5 33 N17 Max -. )0031 5 -015 5 -.003 1 13.323e-4 2 -3.5-34e-5 2 -3.415e-5 5, 135 N 180 max . 1018 2 -.017 5 .096 2 -1. 131 e-'3 5 2.654e-5 11--6.577e-4 2
- "36 " min****;"; ...... 1>,*" -044*' 2* .024 , 5 -4.93e'3*3 2f~ _1 .1.......-5' 5 .9e4 I:*a L37 N 19 Max -.00 1 5 - 009 5 -.022 5 4.311 e- 3 2 -6.785-e-6] 5 5.392e-4 _3 F39 N20 maIx .53ý 2 -_032 5 .027 2 -4.591 e-5 4 1-1. 106e-4 1 -6.092e-5 3 41 N2-1 malx .09 3 -.019 5 -.021 1 3.24e-4 2 13.604e-5 5 -3.217e-5 15 L43 - N22 mnax- .03 3 -018ý 5 .076 2 -2.866e-3 2 -7.592e-5 1 6.989e-4, 2 45 N23 max .007 3 -009 5 -.007 5 -7.79-7e 5- -6,091 e-5 5 4.929e-4 2 47 1 N24 maxl (118 3 -17 1ý -.02 1 -2.78o_3 1 5.125e-5 5 12.058e(-3 2 ma118 3 .3J9 52 .011 2 -2.398e3-4 5 -3.334e-5 1 6.546e-3 2 51 N26, max .02 1 3 A.41 5 .015 2 2.222e-4 2 -7.257e-5 I1 6.781 e-3j 2 53 N27 max .032 3 -.18 1 .014 2 7.399e-3 2 -4.018e-4 1 2.141 e-3 21 55 N 28 max .018 3 -.172 1 -.004 1 i-6.498e-4 1 - 1.861 e-4 1 5.444e-3 21 157 N29 max: .032 3 -.111 1 .022 2 -3.841e-3 2 1.556e-4 2 3.272e-3 2 59 N30 mlax .022 2 -.024 5 0 _5]-_3.257e-5 5 -5.621 e-6 5 -9.98-7e-45 61 N 31 nmiax 0 5 -.014 5 0 5 -3.311 e-5 5 1.758e-5 2 -5.706e-4 51 63 N 32 1ma x .001 2 -017 5 o 2 -1.77e-5 5 5.30 7e -6 2 1.992e-3 121 65 N3 3 max -. 006 5 -.009 5 0 _5 -1.65e-5 .5 6.37e-7 11.56 1e-3ý 2
- .66* nm _0n;...___2 ----... 035
--. ;.41 2*¢t 1;2-6.~ t14 e5! _ý_27232 -6* 4 4.534e4 67 N3__4 ----
mnax .025 2 1 .046 2 0 --3.257e-5 5 -5.621 e-6 5 -1.252ec-3 5_
69 N35 m ax 0 3 !.035 3 0 2 I-1.664e-5 5 2.093e-5 2 -7.208e-4 5 L71 N36 max 0 2 .032 2 0 5 I-3.417e-5 5 8.65e-6 2 2.175e-3 2 73 N37 max -.006 5 .026 4- 0 5 I-1.65e-5 5 6.37e-7 1 1.737e-3 4 T74 1';
- ! $;W min* -.019 " 2;i 1 .07 5 *.***,t:':
0 21
- f 6.o*14#1 e-*5; :*2*) -272 e 6" -4 .97e4 75 -38 max .025 2 0 1 0 5 -3.257e-5 5 -5.621 e-6) 5 -1 .2 52e-3 5 77 VN39 max U 5 0 5 -1.664e-5 5 2.093e-5 2 -7.208e-4 5
_78 in 0 2 -. 96 e-56 5 2.2:-;13e-3 3 797,0 N40 max 0 5 0 5 0 2 -3.417e-5 5 8,65e-6 2 2.21_4e-3 2 18 1 N4 1 max -.0 0 6 5 0 .. .. .5 . ..
U... 0 5 -1 .6 5-e --5 5 6 .3 7e -7 1 76 e -3 1 4 --
1 .ý7 I 8rF3 N42 max .018 3 -. 94 -.012 5 -1.205e-3 1 1.421e-4 2 4.353e-3 2
- 8586 N43 max .027 3 .066 5 .02 2 6.05e-5 _4-2.016e-4,1 14.675e-3! 2, RISA-3D Version 7.1.3 [M
- \... \... \... \... \Design\CR-N 1013-105 BT4-180 WORK PLT. 18xl 4.r3d] Page 24 Attachment "B" Calculation CR-N 1013-100 (Page 183 of 219)
Z16 Page 323 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 324 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC Envelope JointDisplacements (Continued)
Joint X in Ic Y in Ic Z iI Ic X Rotation Ic Y Rotation ... Ic Z Rotation [... Ic 87 N44 max .028 3 -.208 1 .017 2 5.886e-3 2 -8.044e-5 1 2.909e-3 2 88' ~ min .007 >21 ':-.51:2 .. 2 .0-02 4 2 ~686-3: ;J.:' 2.9764< 22064 89 N45 max .019 . 3 .079 5 .02 2 12.695e-4 5 -6.511e-6 5 4.675e-3 2 90 " min 0 .4' -§.04; !"ý i00' >1ýI-536'&' " 608 5 -4 1.285e64 :4.
91 N46 max .019 3 -.274 1 -.008 5 -3.583e-4 4 6.785e-6 5 4.214e-3 2 92 .. mm*in, 0Q 1' 1 ,.-.665t' -018-,
6'2 2 '.7118'-3 '2- 1:273e44 1.894e'-3' 4 93 N47 max .019 3 -.135 1 -.022 1 ]'-3.074e-3 1 5.753e-5 5 1.774e-3 2 94 min m -- 4 -.307 2 -. 05 ý"22L7.489e-3 2 -8.366e-5 4 2.583e64 1, 95 N48 max .018 3 -.018 5 .008 2 -2.922e-4 5 -3.469e-5 1 3.458e-3 2 96 minm 0 4 1 -.082 [ 2, :0:_1,: 1 I-1.271e-3 2 -1.109e-4 2 '1.411e-3 4 97 N49 max1 0 5 1 .044 I 3 0 5 I-3.522e-61 4 -2.912e-5 5 1.777e-3 2 98 min 1. 0 3 -.184J 4 ' 0. 2 J-4.027e-5 2 -9.037e-5 2. 6.369e-4 5 99 N50 max1 0 5 -.019 [ 5 0 5 1-1.34e-5 4 -3.744e-5 5 7.122e-3 3 100 , mini[ '0 ` 3 -.414 1 3 0 '2 i-6.336e-5 2 -8.886e-5 2 -1.751-3. 4 101 N51 max 0 5 -.02 15 -.001 5 I -1.34e-5 4 0 1 0 1 102 . min 0. 3. -.607. 3 '-003" 21-6336e-5 2 ,,'0 .1, " .1-103 N52 max .018 3 -.259 I1 -,013 1 I-1.207e-3 1 3.199e-5 5 4.071e-3 2 104 ýmin -.001 4 -:622" L2** ."029<2'-3,273e-3 2, -112646-4~ '4~ .688e'ý3: 4 105 N53 max .021 3 -.263 1 .002 5 2.533e-3 2 -6.292e-5 5 3.762e-3 2 1 .'min .002 3.1 -,.645,,'2,,,
2 -005 *4 '.i0880-3. 1 "1".722-4 ;2; >1.2'11 e-3 5, 107 N54 max .032 3 -.158 1 .024 2 7.418e-3 2 -9.279e-5 1 1.804e-3 2 108 1 ' in ':`01 m';'i 1 -.386ý *. [2" 2.,j ' 00'4 , 2.956e-3' 1 -2.43e6: -2.', 4.578&-4 "5,':
109 N55 max .018 3 -.021 5 .008 2 -2.983e-4 5 -3.718e-5 1 3.926e-3 2 110 . 1 '1" mi . 0 -' 4 -.096 2 '.001 "'-1 -i.132e-3 2 -1.2936-4 2: 1:626-3 4 111 N56 max! .032 3 -.032 5 .02 2 1.287e-3 2 -7.196e-5 5 4.574e-3 2 112 mini .011 1 -.105 2 .,009 ', 3.1 94e-4 5 -1.814e-4 2 -*344e-3:4 113 N57 max! .027 3 -.038 5 .019 2 9.094e-4 2 -6.786e-5 5 5.94e-3 2 114 mmi1. .007 1 -.126 2 .008 1 2.136e-4 5 -1.681e-4 2 .J1:834e-38 4 1151 N58 maxl .019 3 -.038 15 .013 2 -9.910e-5 1 -5.098e-5 1 7.029e-3 2 116 :min :-0 4 -.139 [2 .004- 1' -2.908e-41 2 -1.769e-4 .2 2.295e-3 4-117 N59 max .024 2 -.021 5 .053 2 13.971e-5 4 -1.187e-4 5 1.99e-4 2 118 ' min,;. .01.1 12' -.049 .018' 5 5.288e-5 5 -6.596e-4 2 7.23e-5,-i 119 N60 max .002 3 -.012 5 -.013 5 11.89e-5 5 5.253e-4 2 1.628e-4 3 120 ,, .: minP .007' 4'.:.038_7 -2 047 2 -2'262e 1-'4:11.9e-5 5 4.101-0-5 1l Envelope JointReactions Joint X k] Ic Y [k]- Ic Z k Ic MX k- Ic MY[k-ft Ic MZIK-tl Ic 1 N38 max 1 0 1.112.17 2 b 1] 0' 1 0 1J 0 L1 2' ,:". in- -'0' .. 1 5.489 1 "'0' K"' i{ 0 1 0 '1'.'1 O0 (.
3 N39 max l -.001 5 10.236 3 .004 2 0 1 0 1 0 1 4 ' mind .-. 002 2 3.336 5 .002- 5]-' 0 1 0 1 0 1.
5 N40 max l .002 2 8.268 2 -.002 5I 0 1 0 1 0 1 6 mini .001 5 2.054 5 -.004 21 0 [1 0 1 0"" 1 7
8l' N41 max l mi-0 o
1 i
8.331 14
.984 !1 0
.0' .11 1I 0 0' ,1 1 0 0
1 ii-0
'0.".[Iji
[1 9 Totals: max 0 3 136.702 12 0 4 I _II 10 A" min- n 0I 1 '0 .2122.002 . "'.1 Envelope Member Section Forces Member Sec Axialfkl Ic v Shearrkl Ic z Shearrkl Ic Tor]ue[k-ftl Ic v-v Momen... Ic z-z Momen... Ic 1 M1 1 max -.05 3 12.178 2 .138 2 -.016 5 -. 154 4 .055 2
- 2. .... min *.119 2 ' :4.778 1 '061, 4'4 -.054 ' 2 '-.34:', 2; '*.:023
- 3 5 3 max -.001 5 -3.848 5 .005 4 .002 4 0 5 .007 2 6 " min :,-.003 , 2 -9.156 1 2'-.043ý' 5 -.018 5 0 4. 003- 4 7 M2 1 1Imax .25 2 2.957 _2 -.061 4 -.025 4 0 2 -.031 5 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 25 Attachment "B" Calculation CR-N 1013-100 (Page 184 of 219)
Z16 Page 324 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 325 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CýC Envelope Member Section Forces (Continued)
Member Sec Axial[kl Ic Shear k Ic z Shear k1 Ic Toraue k-ftl v- , Momen... Ic z-z Momen... Ic
.8' min..065 -138
-5':772-5 2ý:- 057 : 2 "0.-a; 5 -.109 2-:
11 3 max .239 2 1 .122 5 042 5 018 5 0 2 -.028 5 12 7a min 0'590 .5 -2.087 12 -.005 4 02 4, 0 5 -1';2:
13 M3 1 max .237 0 2 I '::* 00:' : ::" 11 001 T 1-a 00 44 0 01 1 0 1 1144 M 1 mina .283- 2 0 11 0 1 0<5 0 1 0 1 17 3 max .237 21 0 1 0 11 0 4 0 1 0 1 18 ___... - _ min .101
-11 4 I *0 '1 0 5 0 1 O' >
1 0 1 ]
45 0 1 0 1 29 3 M4 1max .283 83
.2 22 00 1 0 1 0 41 0 1 0 1 1 9, , - M5 1 max 324 min' .122 4 '0,'-ý- 1 0 .11. : 0 51 0 1 0 ' 1' 23 M5 1max .206 2 0 1 0 11 0 4 0 1 0 1 24 .. ' ' J min' "08. . 4 ':::0,: 0Q 1.... " : 1 0 501 0 t O I.
25 3 max .206 2 0 1 0 1 0 4 0 1 0 1 30 . _ min .089, 4 ," 1 iZ .hi1i 0 51 0 1 0 1 31 M 3 max .106 2 0 0 1 0 41 0 1 0 1 32 3 ma .045 45n0 . i01 _0 51 0 1 0 1 35 3 1 max .106 2 0 11 40 1 0 41 0 11 0 11 365 ' minr 45 , '0-0 1 11' 00 11, 1 max -..045 10 61 41 '0.320-.0, 1 . 0 5 11 -000 431 37 M76 M Imax .088 2 .20 5 -.001 1 0 1 0 11 0 11
'38 MI 1 m in.i 51. 2 0 1 111.7 00 " 1 ý-
32 .00 45 01
ý.206 1d -.004
- 08 0 0 41 3 max .069 2 -. 541 .012 2 0 1 0 1 0
'K'~~~~~~~~~~ ~mini .013' -,5' ,:28~1,4~5 054 '0 1 KOK<1 *_1 43 M8 1 Imax -.011 1 .734 2 -.005 3 002 4 0 1 0 1 44,1 1_mim -095 2 Q"55:5 -.013 2 7005 2 0' 1.0 1--
47 3 max .004 2 .01 4 -.018 5 0 1 0 1 0 1 48 _ 1min .001 1 -. 0 5 -.088 2 0 1 0 1 0 1 49 M9 11 max .01 2 0 11 .046 2 0 4 0 1 0 1 50' 1mm.004 min 4 1 o[ 1 .021 :1 ý'0 5 0 1 0 1 53 3 max -.053 1 -.3 5 -.002 -1 0 4 0 1 0 1
, . . ' m rin -. 145 2 -x' 0-. 22: .01" a"25:4'.<-002 1O " 0 55 M10 1 max .009 2 0 1 -.034 1 0' 4 0 1 0 1 56 74 mi 004; 4'.628 1 -. 0M4 I2:,,0 5,4:,1w- 0 1; 59 3 Imax .009 -. 51 12I 0 1 .002 2 0 1 0 1 60 , _I mIin" -. 081 2l:0'129 2 0 .5 .0 4 .0 1 0'. 14, 61 M4 1 Imax -.016 4 0 1 -.042 4 0 5 0 11 0 1 62
____ __Jmm -.:0-38:T 21' 7 ~1 -:.0962 "0' 4 0 H '0
65 3 max .012 2 1.095 4 .069 2 0 1 0 1 0 1 1 665' 5 1max.-61 5 .013 -5 '0 11 1 1".6110 67 M12 Imax .135 2.12369 2 .004 2 .004 2 0 1 0 1 68' '.. , .. mini'" . 037-r', .4 .5,. -1 '-0' - 002 A'4"WJO_~a<1"'
71 3 max -.006 5 -.169 5 .043 2 .004 21 0 1 0 1 72' rnim '_.012: 2. A.' 1 .006 T--5 .0062 1~ 0o 1 0, v 73 M13 1 imax .094 2 12.293 12 -.001 1I 0 4 0 1 0 1 174 _ min .074 41 .628 1 -.00412 t.-0 21 0 1 0 =1 77 l3I1max 0 1 .336 12 -.001 15 0 1i 0 1i 0 1 78 ' 1 min :-.003 12 .009- .4 -. 024 12- 001oo 2 .0 T11 0' I'1l 79 M14 1i1max .062 12, 0 1 .228 1 2 0 41 0 11 0 4
'80 _ m .06'4,'J l. .098- [4 0"ý 75T <0K 1' 7 83 13 max .062 2, .079 5 .28 2 0 4 .581 2 .517 4 84', " a T':,,,F "mni, -026'7' '4, -.425. ~.*1"- .ý.;,;098.' 4 0 5 24 Q 7 85 M15 1 max .13 2 .841 2 -.005 1 .002 4 .135 2 .611 2 86 . min,.036 5 7-;l152-15 -.017 2 '.'005 2 '.042". 1. -.075 51 89 I3 max .13 2, .134 15 -.005j1 .002 4 0 11 0 1 190 ' 1 min .036 5-.692 11 -.017 2- ,.005 2 0 11 0 1i 191 M16 1I1l max .172 2 .382 11 0 1 .02 4 r0 11 0 11 92 1II~E.074 r 1 .072':-15 02 0 1 0 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 26 Attachment "B" Calculation CR-N 1013-100 (Page 185 of 219)
Z16 Page 325 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 326 of 364 Company Precision Surveillance Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CFC Envelope Member Section Forces (Continued)
Member Sec Axial~k] Ic y Shearik] Ic z Sheark]k Ic Torue[Lftl Ic y-y Momen... Ic z-z Momen... Ic 95 3 max .172 2 .072 1 5 I i0
_1 -.002 4 0 1 0 1 96' Mi<>nri 074 1 <>362<W1W
- 0 j1~ -.606 > 2 0< 1 09 1.
97 M17 1 max 0 1 0 1 -.045 14 0 1 0 1 0 5
~9 8& mIM !f 1~< 0' 1 -.106 2 0 "1< '0 1 0 4~
101 3 max .317 2 .047 5 .011 2 006 2 0 1 0 1 102 min rax 522165 4 030 1 002 '1 0 1 0 1 103 M18 1max -5.925 4 .003 2 -076 5 0 1 0 1 0 1 10941 min -13 5331 -20 5 -.179 2 20 0 1 0 1 107 3 max -5.925 3 1.102 2 -.173 5 0 5 0 1 0 1 110 M 18- min .331 2 023 5 -.407 2 0 2 0 1 0 1 109 m 1I max -.725 5 -.05915 179 2 0 5 0 1 0 1 121 M 1 min -3.1667 -.
239 2 .076 5 0 25 0 1 0 1 113 3 max -1.384 5 1.091 242 07 25 0 1 0 1 0 1 114 " ~ min' -585
-"9'" -16,1 5~s ý'. 3 5 5' 0 1 <
115 M20 1 max .194 25 12 1 1 0 2 0 1 0 1 116 m11-11112.4 69 2 .059 5 .041 5 0 5 0 1 0 1 119 3 max -. 3 306 2 0 5 0 1 0 1 120 m1113 x -5 76 2 -- 01,891 2 .0 -3 5 0 2 0 1 0 1 121 M21 1 max 5 -1001 5 -041 5 0 5 0 1 0 1 122 . ~in' m7"'<<,-9.538~ ¶2 ->003"12 -13,5" 2 G"~ 4 QU~ 0 1 125 3 max -3.777 5 -001 4 01-0 5 0 2 0 1 0 1
'126' <4.. m nnin. -9.538' 2 '-002< 2 -0'2 ~. 0 <
127 M22 1 max .515 2 0 1 0 1 0 5 0 1 0 1 1ýI23 7 ' m . mm" mi .L1-56
5,- ,~2 11" t,0 '1 <-.004 2 ~" 0'A 1" '0" 1 131 3 max 0515 2 0 1 0 1 0 5 0 1 0 1 132 min __mm
'1569 5 U29 1 "0 1 -.004 2 1~ 0 1<
133 M23 1 max .697 2 0 1 15 0 1 004 2 0 1 0 1 154 main,
.297 5 00 1 0 5 0 1 0 1 137 M27 3max .697 2 0 12 0 .1 004 2 0 1 0 1 138 3 min .295 5 00 1 .006 .10 5 0 1 0 1 139 M24 1 max 0. 21 0 1 0 0 1 0 1 0 1 143 3 max 0 5 1.25 2 0-1 1 0 1 0 0 1 144 "~ i ~min0" <0~v '"04 1"" 0 I 0<' 1 0 '5.
145 M25 1 max 0 1 0 1 0 1 1 0 1 0 1
~146~' ' " nMil in>0'" >1 0< 1 '"1 1 C~' 1 '90"' 1 149 3 max 0 3 125 4 001 0 1 0 1 0 4 150 *""77 " 4'."; * .mm I.';- U "5 0 **0'5 0',' <" '-
0'1"' 0 1 "' , 5A.47""'
005 2 0 51 0 1 0 1 175 M26 1 max r .018 25375 4 152 ' m' .607 5 02.6543 .002 5 0 2 0- 1 0 1 155 3 max! 0 1 10.75 3 0 1 0 ii 0 1 0 1
~156 > ------ _"min' 70 '/ 1. " "0 1 ~o 1 0 1i 0'./1< /
157 M127 i max' .003726702 3 -004 5 0 41 0 1 1 1ý158< '2 mm '00 1> 5 -.004" 2~ >-011 2 -.135 31 0 1 0 1 161 13max 0 5 .004 2 .006 2 .134 31 0 1 0 1 1A62 / ' mm .02 4-.0<3 .002 >5 -.002 4 A0"'K.1 0 1 16ý3 M128 1imax. 1.8862 2 6874 .0097 2 003 2 0 1i 0 1U 164 " 1 mirn .461 5 "-1 327" :3 .003 ~5 0 14 &i0"'A"1." 0 1/
167 3 max 1.891 2 1.327 3 -. 003 5 .003 2- 0 1i 1 168 ~ min4m ,'46 3 5 -2,68'7" 4"""009 2' 0' ~"0"' ' 0 1 169 M29 Iimax -1 64 5 -.002 5 .004 2 0 1 0 1 0 1 17'<< "7 min- -.386ý 2 -.005 '2 .001~ 5 '0 _5 0 1 0 1 173 3 max -. 165 5 .003 2 -001 5 0- 2 0 1I 0 1 174 ' min '-39 ">~/00 1 5, "-,004 2 .0 '"'0 1 0 1751 M30 1imax -.163 5 -00 1 5 .004 2 0 5 0 J1 0 1-
,',l76 (7'i'" min, -.384"" "2' ',0047 "2- . 001 + 5 ~-0 <2 "0 1 07 IL 1791 3maxý -.166 3__ 5 1.002 2T-.001- 5 0 5 0 1 0 1 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 27 Attachment "B" Calculation CR-N 1013-100 (Page 186 of 219)
Z16 Page 326 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 327 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-105 CR3 - BT4-180 Work Platform Design Checked By: CC Envelope Member Section Forces (Continued)
Member Sec Axial kL -Ic v Shearik Ic z Shear Ik Torque[k-ft1 Ic v-v Momen... Ic z-z Momen... Ic 181 M31 10 18 1 max
_ _ _-286-
-.087 2-5 0 4
5
-.004 , 20.
-.002 5 0 5 2_
0 0m T0 I 1 0 1 185 3 1max -.085 5 0 4 .004 2 0 51 0 1 0 1 186 _ min
__ 1_ -.283 r:-2% .001 2 1,ý.002 5 0. ý2 ~0't1,____ 0 i 187 M32 I1 max -.086 5 0 2 -.002 5 0 2 0 1 0 1 188 . 'I"min- , -.285 2 0 4 004 2 0 53 -0:j-'1, 0 191 3 max -.086 5 0 4 .004 2 0 2 0 1 0 1 192 . . min -.285 2 1.'002 ,;2- .002 5 0 -5 :0, 1. 0 .1 193 M33 1 max -.903 5 0 1 0 I1 0 2 0 1 0 1 194 ' min -3.685 '-2 0 1 0 Ii 0 4 0 1 0 1 197 3 max -.903 5 0 1 0 I1 0 2 0 1 0 1 198 M3 1miax -3.852 0 1 0 1 0' 4 0 1 0 1:
11 0 4 0 1 0 1 3max -.841 5 0 1 0 203 204M _ _ min,,-3.-'431i'.2 0 1 0 -Ji 0 2 0 1 0 1 Envelope AISC ASD Steel Code Checks Member Sha Code C... Loc[ft] Ic Shear ... Locft Dir Ic Fa fksiF Fk . .C Cmz ASD E n 1 M1 W10X39 .767 17.1631 2 .280 12.939 V 12 18.292 21.6 127 23.76 11.. !.971.85 H2-11 2 M2 lW10X39. 163 4,408 2 ,.084 14.408 y 2 18.292 21.6, 27.,23.76 1... 1.67 .9831 H1-2, 3 M3 C7X9.8 .005 0 2 .002 0 z 4 15.025 21.6 27 21.6 1 .6.1 .66 H1-1
[4 M4 C7X9.8 .007 '0 2 .002 *0" *z 4 15.007 21'.6 .27;:'26 1 6 1 ii i26 5 M5 C7X9.8 .005 0 2 .002 0 z 4 14.894 21.6 27 21.6 1 .6 .6 Hi-i M6 C7X9.8 .002 '0 - 2, .'.002* 0 14 17.237 'K21.6 27' 1 i .6 .6 H1I-lI
[7 M7 C7X9.8 .205 5.046 2 .010 10.092 V- 5 2.645 21.6 27 9.502 1 .6 .6 H1-2 M8 W6OO2 '1'271 4,218 :2' '.053" 7908ý, T52 12.387 '2l'.6 27 -21:6 6 1 H2-4.
9 M9 m'10 V M10 W6X12 .201 W6X12, .271" 6.743 7.11.7 2 .099 2.874 v 2.. V'.157i3329 y. 2 12.387 12 17.331 21.6 I27 21.6 1 .772 1 127"21.6' L21.6 1 :6 1 H2-1
.H2-1 11 M11 W6X12 .227 3.9491 2 .118 4.095 y 2 16.541 21.6 I27 23.76 1.... 881 1 H2-1 12' M12' :*W6X12 1',.334 3'269:1 2 ,.130 0 -2 1-2387 2161.6** 27. 1:,-6 116 IJ 1 ,H1-2J 13 M13 W6X12 .315 3 63
.1 2 .117 j 0 y- 2 12.387 21.6 127 21.6 11 .6 1 H1-2 14 M14 -'W6X12. .. 209, 2.542 .'.021; 2.542 yV1 19.708 '21.61 27 23.76, 1...1 . .85 H1-2 15 M15 W6X12 .114 4.082 2 .056 0 v 2 12.387 21.6 127 21.6 1 .6 11 H1-2 16 M16-'* W6X12 ,-.062 4 2 .034 0.0V 2 12.387, 21.6 -1'27 ,,2i`6: .1IA' I6 H1-3'1 17 M17 W6X12 .208 3.918 2 .044 4.041 _y 2 17.647 21.6 27 23.76 1....6 1 H1-2 18 M18 W4X13 : .253 12.536 2 .01,1: 12.536 z 2 13.685 21.6 2710,21.6. ,1 .6 .6 'H2-1 19 M19 W4X13 .406 12.122 2 .113 12.536 v 2 13.685 21.6 27 21.6 1 .916 .6 H2-1 20 ",M20 W4X13 z .363' 11.985 2 :11'4 12.536 y 2 9.479 21.6 27;21.6 1. 203ji6' H2-I, 21 M21 W4X13 .184 12.536 2 .008 12.536 z 2 13.685 21.6 27 23.76 1....6 .6 H2-1 22 :,M22 W6X12 .012 0 ,,*, ,010 i0 *z 2'2 12.387 21.6& 27< 2......
1 '
23 M23 W6X12 .016 0 2 .011 0 z 2 12.387 21.6 27 21.6 1 .6 .6 Hi-i 24 . M24 7 Si0X25.4-.405 2.911 2,: 272. 1.386 yV 2 5.116 21.6! '27' 2**26 " '6 .6 H2-1',
25 M25 $10X25.4 .339 2.911 3 .229 2.772 y 3 5.116 21.6 27 21.6 1 .6 .6 H2-1 26 M26-:S*1oX25.4 -.482 *3.98 4 '240:8.'061 V 3 '9.439 21.6' 27*2', 61,6'V1 1 H1-2 27 M27 s12X40.8 .746 9 I 3 .126 i 9 y 13 3.627 21.6 27 21.6 1 .6 .6 H2-1 28 'M28 s12X40.8 .307 I 4 .034>'.0 y14' 3.627 21.6' [2727-9'216 I1 .6 .6 H1-2:
29 30 31 M29 M30 M31 L3X3X4 .013 I 6.6 I 2 L3X3X4 .013 £6.6 I 2 L3X3X4 .009 1 0 I 2
.006 1 6.6
.006 I 6.6 v 2 2.086 21.6 Y 12 2.086 '21.6, v'2004:
z 12 2.086 21.6 ICo..
Co:.
Co..
I 1 H2-1 I'oI H2-1 I H2-1 32 M32 L2X2X4 .182 0 3 2 .004 0d z2 2.0867 21.6 -Co.... _, , - H2-1 33 M33 L2X2X4 .182 0 1 2 .004 1 0 z 2 .086 21.6 Co... H2-1 34 M34 L2X2X4 .169 [' 1 2 .004' -,'0-0 z 2 .677 ,, 21.6 -.CoR.. __ 3 11 H2-1 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-105 BT4-180 WORK PLT.18x14.r3d] Page 28 Attachment "B" Calculation CR-N1013-100 (Page 187 of 219)
Z16 Page 327 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 328 of 364 z y CR3 - Vertical Tendon Coiler Platform Design CR-N 1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N 1013-100 (Page 188 of 219)
Z16 Page 328 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 329 of 364 z y Precision Surveillance Corp CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-NI013-106 CR-N1013-106 VERTICAL COILIN.
Attachment "B" Calculation CR-N 1013-100 (Page 189 of 219)
Z16 Page 329 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 330 of 364 z x Precision Surveillance cor CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
-1 i Attachment "B" Calculation CR-N 1013-100 (Page 190 of 219)
Z16 Page 330 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 331 of 364 z Y Precision Surveillance Cor CR3 - Vertical Tendon Coiler Platform Design Brian Giometti o CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N1013-100 (Page 191 of 219)
Z16 Page 331 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 332 of 364 CodeCheck z yx No Cal,
,i'1.0
.90-1.0
,n75-.90I
- .50-.75 n
0 0
437 5.7 8
Member Code Checks Displayed Results for LC 2, TENDON IN COILER Reaction units are k and k-ft Precision Surveillance Cor CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-Ni 013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N 1013-100 (Page 192 of 219)
Z16 Page 332 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 333 of 364 Code Check l-No Calc x J75,90 14 9 2.7 1.5 Member Code Checks Displayed Results for LC 3, TENDON ON CRANE +MX Reaction units are k and k-ft Precision Surveillance CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N 1013-100 (Page 193 of 219)
Z16 Page 333 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 334 of 364 CodeCheck Z Y .90-1.
CaIc 0itN 1.0 759 56 7.4 24 Member Code Checks Displayed Results for LC 4, TENDON ON CRANE +MZ Reaction units are k and k-ft Precision Surveillance Corp CR3 - Vertical Tendon Coiler Platform Design Brian Giometti Co_
CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N 1013-100 (Page 194 of 219)
Z16 Page 334 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 335 of 364 Y
I CodeCheck NoCail o 1'.0 1
~ X
.90-1.0
.75- 90
.50-75 0-50 0
3.5 8.4 0
12 1 24 Member Code Checks Displayed Results for LC 5, TENDON ON CRANE -MZ Reaction units are k and k-ft Precision Surveillance Corp CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N 1013-100 (Page 195 of 219)
Z16 Page 335 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 336 of 364 y
I CodeCheck No Cal
>1.0
.90-1.0
.75,90 z>.v.x .50-.75 0050 0
73.
16.7 33 Member Code Checks Displayed Results for LC 6, TENDON ON CRANE -MX Reaction units are k and k-ft Precision Surveillance Corp CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N1013-100 (Page 196 of 219)
Z16 Page 336 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 337 of 364 codecheck1 II >1.o0 NoCalc 7-,90 z x
.50-55 57 8
28 Member Code Checks Displayed Results for LC 7, WIND LOADING Reaction units are k and k-ft Precision Surveillance Corpi CR3 - Vertical Tendon Coiler Platform Design Brian Giometti CR-N1013-106 CR-NI013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N1013-100 (Page 197 of 219)
Z16 Page 337 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 338 of 364 CodeCheck y INo Calcl I lo
- 75- 90 Member Code Checks Displayed Solution: Envelope CR3 - Vertical Tendon Coiler Platform Design CR-N1013-106 CR-N1013-106 VERTICAL COILIN...
Attachment "B" Calculation CR-N 1013-100 (Page 198 of 219)
Z16 Page 338 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 339 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CýC Global Display Sections for Member Calcs 13 Max *l*tertl7Sb~t ion*fo Me I> 15*cs ~ 99i Include Shear Deformation Yes Area Load Mesh (in^2) 144 M&fdW61&,ance( in) <'2 7 P-Delta Analysis Tolerance 0.50%
V~ta /ýcs _______--_---
Hot Rolled Steel Code AISC: ASD 9th C0bld,,,Formed StU6&Code1 AISI 9,9 ASD Wood Code NDS 91/97: ASD Concrete Code I ACI 1999 Number of Shear Regions 4 Biaxial Column Method PCA Load Contour
-P.arme Be.1a 17,460(R.0A) %7;/ >5G~ 1/277~J~~v.
Concrete Stress Block Rectangular Use CrackedZsietioi' Yes Bad Framing Warnings No Ill s 06-,
__________ -iYes ['
Hot Rolled Steel Properties Label E [ksil G [ksi] Nu Therm (\1E5 F) Density k/ftA3] Yield[ksi]
I 1 I A36 29000 11154-i .3 .65 1 .49 T 36 MaterialTakeoff Material Size Pieces Lengthift] Weight[K]
1 General 2 Rl[lDiQ, 2K 4 2,72<~~ ~ ~7 3 Total General "_4 2.7 0 5 Hot Rolled Steel 6 A36 ~7 " HSSIOX1OX8r 2 4 .2_____
7 A36 L2x2x4 4 41.3 .1 F81 ~ A367 '~ <. TU4'X4X6'~; 2f2 2 45-~ '1/2 0.'
A36 W9 W4X30 4 33 1 22 ElOb>0 7 A36 Vi<1~4X38 /'Y42 -- 64 'v2.42 11 A36 W14X43 3 14.5 .6 H212 'TýaI -HR ýAeteel, 'p1 -- 1-~ 19 ~ 161.3 4.5 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A Ill lyy n4] lzz jin4] J [in4 1 W14x38 W14X38 Beam Wide Flange A36 I Typical 11.2 26. 71 385 1 8
<2 lnterib!7 i.W6X9 >Beam-~ Vid-n~ -A36' &yia 1 6287 2.190~ Y16C, 3 Crane Base HSSl0X11... Beam Wide Flange A36 Typical 17.178 255.946 255.946 412.354 4 W14x307.i~ [' W14X ~~W~l*a 'Vid, Fa A Typical :78'857 19.61 1291 .38 5 W14x43 W14X43 Beam Wide Flange A36 Typical 12.6 45.2 428 1.05
Stubl race. LTU4X4X4 ColumHn SineaAeTnle A36 Typical 38 .
10.7 1 10.7 1 t 7 1Angle Brace L2x2x4 I HBrace ISingle Angleý A36 I Typical .938ý .348 -1.348 1.02 RISA-3D Version 7.1.3 [M:\...\...\... \ ...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 12 Attachment "B" Calculation CR-N 1013-100 (Page 199 of 219)
Z16 Page 339 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 340 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CýC Member PrimaryData Label I Joint J Joint K Joint Rotate(deg) Section/Shape Tv e Design List Material Design Rules 1 M1 N15 N13 W14x30 I Beam Wide Flanqel A36. Typical 2; M2 N2 , N4 .. W14x43': Beam r Wide Elange/,"A36J T cal
[ 3 M3 N1 N18 W14x38 Beam Wide Flanqel A36 Typical M4- N3 N19 - . - -W4x38 " Beam .,Wide F!gne e-A36> Typical 5 M5 N7 N8 W14x30 Beam IWide Flange A36 Typical .
`6- M6 . N5 N6 .. crane Base I Beam Widei'Flar"re* A36 Tkpical 7 M7 N9 N10 Crane Base I Beam Wide Flange A36 Typical 8 .M8 I Nll N12'. W14x43 I Beam* Wide Flanbe A36 I Typical F9 M9 I N13 N16 W14x38 I Beam IWide Flangel A36 Typical
[10 M10 I N26 N14 I W14X43 I Beam IWide Flange. 'A36 . Typical 11 Mll I N15 N17 II W14x38 I Beam lWideFlangel A36 I Typical
[12 1 M12 N17_ I N16 1. I W1.4x30 [Beam lWideFlangele'. A36';'I .,.-Typical I 113 M14 I N6 N22 I RIGID I None None I RIGID I Typical 14 M15 I N10 N24 RIGID [:.Nonej..: 'None I-Typical-I
.:RIGID 15 M16 N5 N21 I RIGID None I None I RIGID I Typical 16 :M17 N9 N23 ] . " RIGID: None.J None' <RIGID -Tycal 17 M20 N34 N35 I W14x30 Beam IWide Flangel A36 I Typical
.18 .'M21 N16 N37 I " __ .... Stub Column ColumnISquareTul 'A36 I Typical 19 M22 N13 N36 I Stub Column ColumnlSauareTube A36 I Typical 20 M23 N16 -.N36 I Anqle Brace HBracelSinIeidAncle A36. Typical-21 M24 N13 N37 Angle Brace HBracelSingjle Angle A36 . Typical 22 M25 N27 N18 " Angle.Brace HBracelSingle Angle* A361 "Typical 23 M26 N28 N1 I JAngle Brace HBrace ISingle Analge A36 I Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] TIC Only Physical TOM Inactive 1 M1 I7__ _ es 2 M2 BenPIN " BenPIN - L Yes 3 M3 BenPIN BenPIN Yes 7 MS BenPIN I BenPIN Yes 7 M5 BenPIN BenPIN Yes 7 Mll BenPIN BenPIN Yes 13 M14 ______ Yes 15 M16 _______ Yes
.16 :M17 ' , .. ____
.:" -_, , ' i, ."
__ _ __ _ .:I£ ;::., :: ,. Y::":..
es_.' ,
17 M20 BenPIN BenPIN Yes 18 19
- -M21 "
M22 ' ,BenPIN BenPIN I _________
__Compressio...
-_ ...... . , C oinpressio..: . :Yes':
Yes
/.:,:>.: " *.*~*L 20 M23 ' BenPIN BenPIN- - Bucklin Eule Yes .
21 M24 I BenPIN I BenPIN Euler Buckling Yes 22 M250 BenPIN I BenPIN " ,-, Euler.Bickling Yes. _:_-_-__
23 M26 I BenPIN I BenPIN Euler Buckling Yes Joint Coordinatesand Temperatures Label X [if] Y [ft] Z [fti Temp [F1 Detach From Diap...
1 Ni 2 0 0 0 2 N2 2 0 1 12. 0 RISA-3D Version 7.1.3 [M:\...\...\... \...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 13 Attachment "B" Calculation CR-N1013-100 (Page 200 of 219)
Z16 Page 340 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 341 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CýC Joint Coordinatesand Temperatures (Continued)
Label X [ft] Y [ft] Z [ft] Temp [F Detach From Diap...
3 N3 7.5 0 0 0 4ýN4 7.5 4- . 0 1-2~
5 N5 45 .667 12 0 6 N6~ 4.45 ' ,,687- 0.
-.0,".: ý 7 N7 2 0 6.33333 0, 8,- N8 . 7.5--* 0- 1 6.33333 0 9 N9 5.5 .667 12 0 1' "N1O 5.5- '.667. 14 - 0 11 Nil 2 0 14 0 13 N13 11 0 0 0 1:4, N14 >9ii:.: 08 17 15 N15 0 0 0 0
,16 N16- 1 116 0 0 17 N17 0 0 16 0 18 N18- 2, 0 1 16 1' 0 19 N19 7.5 0 16 0 20 N14'>:i. ~.4.5+ .0003 .12 1<< 0 21 N22 4.5 .0003 14 0 22
' 4'"N23 . 5.5 -0003> '~ 12",~
23 N24 5.5 .0003 14 0 24, N26 7.5 ' 1 7.999997 0 25 N27 0 0 1 12 0 26 N28", 0 0 4 0 27 N30 11 0 6.3333 0 28 31' .110 1.3333 . 0 29 N32 3 0 6.3333 0
,30 0N3-.3' i 1.3333ý 0 31 N34 2 0 1.33333 0 32 . N35 ' , " 7.5, 0- : 1.33333 : 0 . ..
33 N36 11 -2.25 0 0 34 N37 1'1 -2.25 - 16 00.
35 N38 7.25 0 0 I 0 36 .N39"'
- 7,25~ 0 16. 1 o ____
37 N40 1.25 0 0 .. 0...._.. _
JointBoundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad Z Rot.[k-ft/radI Footing -
I 1 N2 1 1 __
2 Ni 1 _ _...
3 Nl1 5 N3 6"ý N15 .
7 N17 18,: N18, 71__ _
9 N19 10 N8QI 11 N26 12 -* ý'N27 -Reaction" . __" ___, .. _-- . .. _
113 N16 I 14` N13 15 N35 16 N36 Reaction ... ___.. _ -
17 N37 I Reaction _
RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 14 Attachment "B" Calculation CR-N 1013-100 (Page 201 of 219)
Z16 Page 341 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 342 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CFC Joint Boundary Conditions (Continued)
Joint Label X [k/i Y n1 Z [k/in1 X Rot. k-ft/rad Y Rot.[k-ft/radl Z Rot .k-ft/radl Footingl 182.1 ' '.. N28 ..:-.d Reactinh __ __ -___
-i--------
19 N33 I _ _
-20,1 N34 1__
11 21 N38 Reaction Reaction _
--,22 - N3Mg Reaction .. Reaction - '.' , ,
23 - N40 ! Reaction Reaction _. __........ .... .. .. .
24 N4 ,2 Reaction2 Re~actioh __________
Hot Rolled Steel Design Parameters Label Shaoe Length.. Lb jft Lbzz ft Lcomp to... Lcomp b... jvy Kzz Cm- Cm-zz Cb vswavzswa Function 1 M1 W14x30 11 Lateral 2 M2: W114x43 5.5- Lateral 3 M3 W11438 16 __________I Lateral 5 ! 6 .M6' M4-"l W14x38 M5 W14x30 Grn ~ ., 5.52 16 T__
- *II .. , ; : ..
I__. __I 1 Lateral Lateral
! ,,:i.. - ":* - . :. .Lateral I 7 M7 ICrane Ba.. 2 1 Lateral 8j M8 jW14x43 -5.5 . .. 1-,',_ Lateral 9 M9 IW14x38 16 Lateral 11U M 10 VV1448. 135', 1Lateral,'
11 M11 W14x38 16 Lateral 12 M112 IW14x30 -11 ___ . . fLLateral 13 M20 IW14x30 5.5 Lateral]
14 M21 IStub:Col ... 2.25 " 1 - __ ... . Lateral]
15 M22 Stub Col... 2.25 . Lateral
-16 M23. AngleBr... 16.157 _.. . 1 Lateral 17 M24 Angle Br... 16.157 _-_.- Lateral
?s18. M25 AnýlABr... .472 ___ ___ _ _ Lat eral.
19 M26 Angle Br... ý4.472 L _ Lateral Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(k,k-ft),-(inrad),_(k*sA2/f...
No Data to Print ...
Member PointLoads (BLC 2: CRANE BASE +MX)
Member Label Direction Magnitude[k,k-ft] Location ft %I -
1 M6 Mx 30 %50
-2 M7, Mx 330' '.% . .
3 M6 Y -2.5 %50 "4 M7 -Y 72 5-2.56' Member Point Loads (BLC 3: CRANE BASE +MZ)
Member Label Direction Magnitude[k,k-ft] Location[ft,%]
1 M6 Mz 30 %50 2 M7. ',Mz 30650f&,
3 M6 Y -25 %50
__--MT _____ -2.5. 6/D!50____
Member PointLoads (BLC 11: CRANE DEAD WEIGHT)
Member Label Direction Maqnitude[kk-ft] Location[ft,%1 21 M6 yI -1125 %50 1.2 M1 -1.125 %50-RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 15 Attachment "B" Calculation CR-N 1013-100 (Page 202 of 219)
Z16 Page 342 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 343 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CýC Member Point Loads (BLC 13: CRANE BASE -MZ)
Member Label Direction Magnitude[kk-ft] Location[ft.
1 M6 Mz -30 %50 2 ~ M >~ Mzil-3 %50 3 M6 Y -2.5 %50 4 M7 . . _,2.5 !%50 Member Point Loads (BLC 14: CRANE BASE -MX)
Member Label Direction MagnitudeIkk-ft] Location[ft,%]
1 M6 Mx -30 %50 2W M7 . ý"<'~' ýý' '-- Mx4 - -30 i. --%5-0 3 M6 Y -2.5 %50
__ __ __ _ __ __ __ -2.5 05___
Member DistributedLoads (BLC 6: BLC 1 TransientArea Loads)
Member Label Direction Start Magnitude[k/ft.... End Maonitude[k/ft.d... Start Location[ft.%] End Location[ft,%]
1 M1 Y I -.06 -.06 8.8 1 9.9 2 M3 Y , -042 -.042 1.6 -3.2.
3 M3 Y -.208 -.208 3.2 I 4.8 4 M14- Y 1 -.083. -§0.83': . 0 1 5 M4 Y -.54 -.54 1.6 32 6 M47,_____ .. -.74.7 47 4..
M7
%5 Y -.241 -.241 1.1 1.65 9 M5 Y I -.966 -.966 2.2 2.75 10 V5ý' Y -.724 -.724 ;;3.3 3-85 121 M9 WM9* I Y Y .'
IL -.042
-.415
-.042
- 415.
0 1.6 .3.2 1.6
[1322 13 M20 Y
Y I -.364152 .6 .
14 , :\M20 Y, " !,,- ..-.241 362 -.-.241
- 362.::" ... 1.1 1.65 1.65 2.2 15 M20 I Y -.966 -.966 2.2 2.75 16 M20 Y m.
-.845 -. 845 ,,. 3.3 " , 3.85 17 M20 Y -.241 -.241 3.85 4.4 18 'M20~' Y -'12-1 .. -.121 .4.4,ý 49.6 19 M4 Y -.498 -.498 4.8 6.4
20< M5 -.24,1 , .241 d t 4 'K 4.4'*385' 21 M5 Y -.121 -.121 4.4 4.95 22M9_____ 'Y41 -415V 3 24.8~
23 M9 Y -.415 -.415 4.8 6.4 Member DistributedLoads (BLC 7: BLC 4 TransientArea Loads)
Member Label Direction Start Magnitude[k/ift,.. End Magnitude[k/ft d... Start Location[ft,0 %6] End Location[ft,%]
1 M1 Y 1 -.063 -.063 0 1.1 2 M , Y ! -.031 -.031 1,1 *: 22.2 3 M1 Y -.063 -.063 2.2 3.3
- 4. M .. Y.031 031" 3.3 4.
5 M1 Y -.063 -.063 4.4 5.5 6Z %M1 "1 -.031 . ý,031'~ 55 6 7 Ml Y -.031 -.031 6.6 7.7 8 l ~ 09.-.094 -7.7' ~8 9 M1 Y -.125 -.125 8.8 99
- 10. -Ml Y' i _ .'- 031i -.031 9.9 7- 11'i 11 M3 I Y 1 -.107 -.107 0 1.6 12 M3 T Y :'T,, -.172 -.172 1.6 I 3.22 13 M3 I Y I -.365 -.365 3.2 4.8 14 M4 I Y. [ -.107 -.107 0 1.6 15 M4 I Y 1 -.258 -.258 1.6 3.2 RISA-3D Version 7.1.3 [M:\...\...\... \... \Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 16 Attachment "B" Calculation CR-N 1013-100 (Page 203 of 219)
Z16 Page 343 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 344 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CFC Member DistributedLoads (BLC 7: BLC 4 Transient Area Loads) (Continued)
Member Label Direction Start Magnitude ft.... End Maonitude[k/ft... Start Location[ft %] End Location[ft %1 6 M4 'Y 451 -. 451 :3.2, 4.8 17 M4 Y -.215 -.215 4.8 6.4
-18 1: 4 I - 17*2, :-112 6.4: 8 19 M4 Y -.279 -.279 8 9.6 1 Y -,'"34'~~ -344961 2~
21 M4 Y -279 -279 11.2 12.8
~22' " MY ____ .~438, .- 438 -2 p6 23 M5 Y -. 625 -.625 22 275 24, M5 t -Y 7,625 -. 625 -> 2.75 3.3 -
25 M5 Y -.25 -.25 3.3 3.85
- 26 . :M5 . 'Y -188 -.188 385 :4 27 M5 Y -.188 -.188 4.4 4.95
ý28 M5 ' Y -
-1,25 ~ -.*125,'.< 495, 5 29 M9 Y -.086 -.086 0 1.6 30 .:M9 , 'Y . --15 , -. 15 : 1.6 3.2 31 M9 Y I -.215 -.215 3.2 4.8
' =M9'* , _ _,_Y:,. - 172 -. 172 . :48 - 6.4 33 M9 Y -.064 -.064 6.4 8 K7 ~vM9 34~ 1_____ -.086:K ::~~'. >86 "
35 M9 Y -.15 -. 15 9.6 11.2
'3~ '~~91_____ -.215ý -~215 112:', -12.8 37 M9 Y -.172 -.172 12.8 14.4 38 1 M9 Y -.064' -.064 14.4 " 16 39 M1O Y -.098 -.098 .35 .7 140 -' M O. _ .,_
196 ".196' . .. .7 10 41 M10 Y -.196 -.196 1.05 1.4 "42 '" M ' .295 .295-.1... 1`4 1"75 43 M1O Y 1 -.295 -.295 1.75 2.1 44 ;MIO - Y I--.196 -.196 2.1 2.45 45 M10 Y -.196 -.196 2.45 2.8 46 , MO . .- Y * -.098 -.098 . 2.8 3.15 47 M20 Y -.063 -.063 0 .55
<,48K %120';:' KY fi.25: . -12' .55 ;~3/4 '1.1~
49 M20 Y -.125 -.125 1.1 1.65
-50 J. "M20 Y , 313 -.313 .. 1.65'<" ,2.2.'
51 M20 Y -.438, -.438 2.2 2.75
ý52 MWY -.438 c --.438 2.2075. 3.3.
53 M20 Y -.188 -.188 3.3 3.85 55 M20 Y -.188 -.188 4.4 4.95 56 "' ,M2 .., .-125 i25 '. 495 4'1- ,55 57 M2 Y -.063 -.063 0 .55 58 :M2 Y -.125 -..125 .55 , 1.1 59 M2 Y -.125 -.125 1.1 1.65 60 ,M2, .375 Y ,'375 1.65 2.2 61 M2 Y -438 -.438 2.2 2.75 62 ~ M2 ~Yw' -,*4.88 -438k' ý22.5. 3'.3 63 M2 Y -.188 -.188 3.3 3.85 64 .M2 * ,,Y 125 ,-125--. 3.85 -1 4.4 65 M2 Y -.25 -.25 4.4 4.95
[66 ':'M2 -.063 . -.063 -. 4.95 5.5 67 M3 Y -.15 -. 15 4.8 6.4 L68:. .'3Y ~ 12 7 ' -. 172, '~6.4 8' 69 M3 Y -.322 -.322 8 9.6 70 M3 Y - .236 -.236 9.6 11.2 71 M3 Y -.193 -.193 11.2 12.8 72 M3 Y .-.15 *. -. 15 12.8 14.4 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 17 Attachment "B" Calculation CR-N 1013-100 (Page 204 of 219)
Z16 Page 344 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 345 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CFC Member DistributedLoads (BLC 7: BLC 4 TransientArea Loads) (Continued)
Member Label Direction Start Magnitudefk/ft... End Magnitude[k/ft~cV Start Location[ft,% End Location[ft.%]
73 M3 Y - 107 1-.107 14.4 16 744;'..M Y .193 .- 193ý f .12. 84 75 M4 Y -.129 -.129 14.4 16
- -76'R"VYM6 Y i<.:: 0 83 ~ -.06 310 55 77 M5 Y -.125 -.125 .55 1.1 78 " 'M5 : -1'88. -88 111.65 J 79 M8 ,' Y -.063 -.063 0 .55
'8 *,M
.,::: i,*::, : y ,,::' ' '7.:125*,-.., '" . 1:*;225 ,: *2 .55,*. ;::, *: ,' 1:i. ,* ;:*
81 M8 Y -.125 -.125 1.1 1.65 82 M8 -L.'25? -25 1~> 1 65 2 83 M8 Y -.25 -.25 2.2 2.75 84 M8 K Y' I -.-. -'25 '2.75 1 3.3"'
85 M8 Y -.125 -. 125 3.3 3.85 86 M8 I Y -125 ' -. 25 ' 3.85 4.4'.'
87 M8 Y -.25 -.25 4.4 4.95 88 MB 7 03<""~ '0' "4.95,,
89 M11 Y -.043 -.043 0 1.6 90 Ml1 ' : Y ' ' -107 -.107 1.68. 3.2 91 Ml I Y -.129 -. 129 3.2 4.8 92 ?'. M1, __ Yý -0861% -.086 J, 4.8,, 6.4 93 FMll Y -.107 -. 107 6.4 8 94'. .'M1: I '___ 06.' 086ý" <§'. '
95 Mll Y -.107 -. 107 9.6 11.2 96 Mil Y 1" -. 129'- - 129 11.2 12.8 97 M1l Y -.086 -.086 12.8 14.4 98 ~u ~ I Y~' -.086%. -.086, -144 ' 16-99 M12 Y -.031 -.031 0 1 101 M12 I Y -.063 -.063 2.2 3.3 102 M12. I Y -.094- ' -.094
- 3.3 1 4.4 103 M12 Y -.094 -.094 4.4 5.5 104 - M12 Y -.094'" <0*4 " 5.5 . 6.6, 105 M12 Y -.063 -.063 6.6 7.7 16'A~ "'1 '> -ý063" -063' 7. 8'K6 107 M12 Y -.125 -. 125 8.8 9.9 1108 ' M12 ..T . Y
.063.. -. 063 'i 9.9 .,11 Member DistributedLoads (BLC 9: BLC 8 TransientArea Loads)
Member Label Direction Start Magnitude[kiLft... End Magnitude[k/ft d.. Start Location[ft,%] End Location[ft%]
1 M1 Y -.043 -.043 8.8 9.9 2' M3 " Y 'if -.029' -.029 . 1.6 '- 3:2'.
3 M3 Y -.146 -.146 3.2 1 4.8 4 M4 " ji Y -.059 -.059 0
- 1.6 5 M4 Y -.381 -.381 1.6 3.2
-6 ~ M4~ Y -. 527V'.' ' .- 527',..'< 3.2 -. 8 7 M5 Y -.17 -.17 1.1 I 1.65 8 'M5 I Y -.256 :-.256 1.65 1. 2.2.-
9 M5 I Y -.682 -.682 2.2 I 2.75 10 M5 -.511'. -.511 3.3. 3.85:
11 M9 Y -.029 -.029 0 1.6 1'2, M9:, .~. ~' -9<~7 -.293,, 1:.6 7'2 13 M20 Y -.17 -.17 1.1 1.65 14 M20 Y .-.256 .-256 '1'.65 1 2.2 15 M20 Y -.682 -.682 2.2 2.75 16 'M20 Ii Y -.~597. -.597- 3.3 3.85 17 M20 Y -.17 -.17 3.85 4.4
.18 M20&, Y L. .- :085 , . 44 - 4.9'4.95 5 %-
RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 18 Attachment "B" Calculation CR-N 1013-100 (Page 205 of 219)
Z16 Page 345 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 346 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CFC Member DistributedLoads (BLC 9: BLC 8 TransientArea Loads) (Continued)
Member Label Direction Start Magnitude[k/ft... End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%]
19 M4 Y -.352 -. 352 4.8 6.4 20"' , M5 7'
- 7Y** 1 -17 385 ' ' 4.4 21 M5 Y -.085 -.085 44 495
-22 ' M9 i <-.293 -9 3.2 4 23 M9 Y -.293 -,293 4.8 6.4 Member DistributedLoads (BLC 17: WIND - LG)
Member Label Direction Start Magnitude[k/ft... End Magnitude[k/fttd... Start Location[ft,%o] End Location[ft.%J 1 M l1 I X 1 1.24 1 1.24 0r 0 Member Area Loads (BLC 1 : COILER)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude ksf]
1 N32 N33 N31 N30 Y TwoWay -.212 Member Area Loads (BLC 4 : FLOOR)
Joint A Joint B Joint C Joint D Direction Distribution Maqnitude[ksfl i1 N15 N13 N16 N17 Y :TwoWa -.1 Member Area Loads (BLC 8: TENDON IN COILER)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksfl 1 N32 N33 N31 N30 .Y TwoWay -. 15 Basic Load Cases BLC Description Category X Gravit Y Gravity Z Gravity Joint Point Distributed Area Me... Surface 1 COILER LL [ [ 1 ["
2 CRANEBASE+MX LL .. [J-44. [.. [<,.
3 CRANE BASE +MZ LL I 4 I I
.4,-,-,-FLOOR-.< LL~-~ 'L__ .i 1 _
5 FRAME DL -1 I_ r 7 BLC 4 Transient Area.. None 108
>8 TENDONIN COILER , LL " . . " " ____ II ", 1 1.
9 BLC 8 Transient Area.. None _ _I 23 I 11 CRANE DEAD WEIG... DL 2 13 CRANE BASE -MZ ----- 44LL 14 CRNE -BASE -MX' 4"" __ ------
17 WIND- LG WL I __1 I Load Combinations Description Sol...PD...SR...BLC Factor BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor 1 FLOOR + COILER Ye i 5 1 4 1 11 1 Il1 1 ..
2 TENDON IN COILER Yes 'Li 1 8 11 1 3 TENDON ON CRANE +MX Yes Li 1 2 1 I I ___
4 TENDO ON CRANE-tMZ Yes " Li .1, 3'¶ 1.- ' ,, _, - . .iiII ...
5 TENDON ON CRANE-MZ IYes Li 1 13 1 1 _ 1 _ .:I 7 WIND LOADING Yes .. 1 8 1 17 17 1- _ '___
RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 19 Attachment "B" Calculation CR-N 1013-100 (Page 206 of 219)
Z16 Page 346 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 347 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CýC Load CombinationDesign Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Footinas 1 FLOOR + COILER I Yes Yes Yes I Yes Yes 2' ':;TENDON IN COILER .. _. . .. _ . . ._ Yes __, __ .i, 3 TENDON ON CRANE +MX I Yes ____ _____
.,4_, TENDON ON CRANE +MZ I___ . ___ ly __. __ _____ . _, ___,
5 TENDON ON CRANE -MZ _ Yes I Yes I Yes Yes . Yes 6,' TENDON ON CRANE -MX , , __ __, _. _ Yes-.';Y ,Yes Yesý. Yes :' Yes1 7 WIND LOADING I__ __ __ __ Yes I Yes Yes Yes [e Envelope Joint Displacements Joint i Ic in Ic in Ic X Rotation ... Ic Y Rotation ...Ic Z Rotation L . Ic i N1 max .012 7 0 F6 0 7 12.804e-4 13 3.126e-8 4 1-1.656e-5F 6 2 . mmi[ 0 4 -.002 [3 0 4 11.285e &6-4.2396-5 -7;_1 -6:926e-5 1 3 3 N2 max .012 7 -.016 16 0 5 1-3.514e-4[5 0 4 1 5.69e-5 1 6 4: min 0 4 -. 141 [3 0 7 1-1.837e-3[4, 0, 7 '17 1697e-4F'3:
5 N3 max .012 7 0 13 0 5 2.804e-4 3 9.41e-6 711.633e-613 6 . min 0 4 0 1.2 0 7 1.285e-4'* ,6 1-.851e-85, -2.349e-5F ý61 7 N4 max .012 7 -.041 13 0 7 -5.6e-4 5 0 4 5.021e-5 3 8, min' 0 4 -.161. [6 0 14 -2.378e-3 4 ,0.,,' "756789e-56 9 N5 max .018 6 -.017 I5 -.005 5 -5.591e-4 5 1.541e-6 4 1.632e-3' 3 10., ,, .... . ' min -.013 ' .3 -.169 74- -.02 "4,-2.422e-3, 4, -2'963e6,7,,j 2'299e-3 '6.*
11 N6 max .014 7 -.047 I6 -.005 5 -5.729e-4 5 -5.134e-7 5 1.266e-3 3 12' min- -.01 3 -.06 3 -.02 4 -2:463e-3 4 -6.61'3e6 7j-T.,1713e-3 6.,
13 N7 max .012 7 -.036 6 0 7 1.007e-3 3 0 7 2.221e-5 6 14 mm ' 4 -.161 3 0 4 5.02e-5 6' 0 !--1.223e-4"3ý
' 4 15 N8 max .012 7 -.066 5 0 5 1.125e-3 4 0 7 2.727e-5 3
,16, -min 0 4 -.2., 4 0 . 7 1.701e-4, 5, - _0 :1,6 17 N9 max .018 6 -.019 5 -.005 5 -6.024e-4 5 -1.032e-6 5 1.704e-3 3 18 , '. mn -.014 3, , -.173 4 -. 02,., 4 2 , r-2535e3 '4` ,65'568e-6 ',7 -2;.244e-3 -.6*
19 N10 max .014 7 -.046 3 -.005 5 -6.155e-41 5 3.103e-6 4 1.346e-3 3 20 :,> mmin .i'i' 3' -:064t 6 '-:'02',A4I t-2.574e- 3 -4.008e-6 *1.678-3:6
-'7 21 Nl1 max .012 7 -.005 6 0 4 1-3.634e-4 6 0 4 6.915e-5 6 22 '.unin m')' 4770W 7 -2688-3 3 i<.J
'TJ2' 0 7' -1.865e-4 3 23 N12 max .012 7 -.019 3 0 7 -8.295e-41 5 0 4 5.831e-5 3
'24~ .i? J4_nun 0 / 4 -9 6 ",0".5,_--3.181e3-14 0'q 662 56k 25 N13 max .012 7 0 3 0 5 2.804e-4 [3 -1. 167e-8 5 1.018e-5 6 26n o 4 0 ... 7 1.285e-4 .. 6 ,75323e6 ' 5e-7-3i 27 N14 max .012 7 -.05 3 0 7 -4.392e-51 6 0 7 2.208e-5 6 2 ,8'- .. m ' : " 4 -.063 2..,,.0, 4 j7.776eb5 , '0 ,-7.3298 5'7 - 6'7 3Y 29 N15 max .012 7 0 3 0 4 2.804e-4 3 0 5 -3.126e-7 6 30 'm' - , 'r.in ',0 - , 4 0 ' 6 1 0, 7 1.'285e-4 6, -1.663e-5 7 -6.7046e5 '3 31 N16 max .012 7 0 3 0 7 -1.796e-46 5.323e-6 7 3.398e-5 32 ,ý min-[ 0 4 0 '6 5 -2.0711e-43 1'.168e 5-15e '3 33 1 N17 maxi .012 7 .003 3 0 7 I-1.796e-4 36 1.663e-5 7 1.25e-4 6 34' ", ' -4 minm 0, 4 -. 002. -6 '0 .i -2.071e-4 3 .0 5 -2.353b4 8;3;'
35 N18 maxl .012 7 .001 6 0 4 -1.796e-4 6 4.239e-5 7 8.139e-5 6 36 . imin[ ' ,' 4 -.005 3 '0 .7.e,-2.071e-4"3: -3.1-1ee8 '4'.-2.032e-4<,,3 37 N19 max[ .012 7 0 3 0 7 -1.796e-4 6 -1.849e-8_5I6.641e-5 3 38 ' mmi I 0. 41 -.002' 6' '0. 5 -2.071e-41.3' -9.41e-6 `7',1-6.936e:;5 ':6.`
39 N21 maxl .012 71 -.017 5 0 5 -5.591e-4 5 1.541e-6 4 1 1.632e-3 3 40 . min ' . 0 4 -.169 4 '0 7 -2.422e-3 4 -2.963e-6 7". -}2.299e-3'l6 6 41 N22 maxl .012 7 I -.047 6 0 4 -5.729e-4 5 -5.134e-7 5 I 1.266e-3 1 3 L.42 mmn[ 0 4 1 -.06 3 0 7 -2.463e-3, 4 -6.613e-6 7 171.713e-316, 1 43 N23 max .012 7 I -.019 5 0 5 -6.024e-4 5 -1.032e-6 5 I 1.704e-3 1 3
-T44 _mn 0 4 1 -173 14 0 7 -2.535e-3 4 -5.568e-6 '7 1-2.244e-31 6 45 N24 max .012 7 1 -.046 13 0 4 -6.155e-4 5 3.103e-6 4 I1.346e-31 3 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 20 Attachment "B Calculation CR-N 1013-100 (Page 207 of 219)
Z16 Page 347 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 348 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3- Vertical Tendon Coiler Platform Design Checked By: CýC Envelope JointDisplacements (Continued)
Joint X fin] Ic in Ic Z [ml Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation 1. Ic mmý "0ý "'1 > "-064~ 6 2.',,2574e-3 4. -4;008e-6 1 7, .- 1.678e-31 6.
47 N26 max .012 7 -.065 5 0 5 1.952e-4 6 "0 7 3.402e-5 3 48" min~ -213~ 4 0 4 -21'66-43. :0;.5>463e5;K 49 N27 max 0 7 -.012 3 0 7 -2.042e-4 6 0 5 9.365e-5 6 5m------------------- -min-- 5 0 6
.0016--6 62271e-4'
- 4 53. -5.9226-4 7 ,1.932e64 . 3 51 N28 max 0 7 -.013 3 0 4 2.237e-4 6 5.922e-4 7 3.101e-5 6 52 . m oKU'; '05' '6 0'7 2.0086-4,, 3" 0 ý." 4,5 -1.091 e-.43 53 N30 max .012 7 -.048 3 0 5 2.313e-4 2 0 7 1.96e-5 6 54-.. . mn 0 4 -.062 7 04. 7 -1.964e-4, 3 0 5. -5.57e-6 3.
55 N31 max .012 7 -.015 3 0 5 1.011e-3 7 0 7 1.216e-5 6
.56 min 0.-" 4, .-019' 7 .0 7 17.803e-4 3 0 5 .-3.85e-7 3' 57 N32 max .012 7 -.049 5 0 7 19.502e-4 4 1.598e-6 7 1.261e-3 3
",58 min 0 _4 -.163 4 ' .0 4 1 1.498e-4 5 3-2.463e-3 6 30 59 N33 max l .012 7 I -.017 5 0 7 12.459e-3 4 6.385e-6 7 2.47e-4 3 60 minI 0 : 477 --".046 4 0 ._4 7.922e-4 5i '.0 .3 -6.913e-4 6 61 N34 max! .012 7 1 -.013 6 0 7 12.416e-3 13 0 7 -8.4e-6 6 62 , , mi4 0' -.044 13 0 4 :6196e 6 0 "8.042e-535 63 N35 max1 .012 7 -.021 5 0 5 3.097e-31 4 0 7 7.031e-6 3 64 1::. m'ind 0 ' 4 1 -.055 P4 0 7 1;119e-3 5 1 O0 5- 2.732e-5. 6 65 N36 max! .012 7 I 0 3 0 3 3.088e-6 6 -1.167e-8 5 3.399e-5 6 66 mni.n 0 3 0 102: 0 .6 1.396e-613 -5.323e-61 7.1 -1.559e-5 3 67 N37 max .012 7 0 3 0 2 -3.157e-61 3 5.323e-6 7 1.019e-5 6 68 i mini, 0 '
m3 0*
- 6 0 3 -4.425e-612 1.168e-8 5 1.002e-6 3 69 N38 max! .012 7 0 5 0 7 12.804e-4 3 1.23e-5 7 6.587e-6 3
- 70. mn1 ,.20. 4 -0 1.4 0 4 11.285e-4 6, 1.819e-8 5 -2.18e-5 6 71 1 N39 max 1 .012 7 0 3 0 4 -1.796e-4 6 -1.818e-8 5 7.926e-5 3 7 min 0 4 0 6 0 7 -2.071e-4 13 -1.23e-5 7 -7.411e-5 6 73 N40 max .012 7 1 0 6 0 7 2.804e-4 1 3 2.948e-8 4 -1.501e-51 6 74 min ,-0 4' .0 3 0 4 1.285e-4 16 -4.106e-5 7 -8.172e-51 3 75 N41 max! .012 0 6 0 4-1.796e-4 6 4.106e-5 7 1.099e-4 1 6 76 . mini 0 4 0. .. 3 0 , 7 -2.0l7.e-4 3 -2.929e8 -4 2.504e-41-3 Envelope Joint Reactions Joint X k] Ic Y[k] Ic Z[k] Ic MX lk-ft] Ic MY[k-ft] Ic MZ k-ft] Ic 1 N27 max 1 0 5 0 2 0 2 0 2 2 1 0 2 2 . minI -9.92 0 2 0-1 . 0 2.1 .2' 0 2 3 N36 maxl 0 2 1 4.682 2 0 2 0 ': 2 0 21 0 2 4 min 0 ,2. 3:353 3 0 2 0 2 0 2 0 2 5 N37 max 0 2 3.282 6 0 21 0 2 0 2 0 2 6 min 0 2 1.508 3 -.0 2 0 2 0 2 0 2 7 N28 maxl 0 41. 0 12 0 21 0 2 0 2 0 2 8 min -9.92 7 0 - 2 0 I 210 0 2 I .0 2 9 N38 maxl 0 2 11.519 I 4 .002 4 I 0 2 1 0 I2 F10 min 0 2L6.8291 5 -137 71 0 2 0 21 0 I2 11 N39 maxl 0 2 1 16.718 16 .137 7 0 2 0 2 I 0 I2 12 " N ; mmin 1 O0 2 .2.721.1 3 -.002, 41 0 .2 0 21 01 2 13 N40 max 0 21 7.519 13 0 41 0 12 0 21 0 2 14 . . min.'.0 2 , 4.603' 1 6. -.516 7 .0 12- 0 2. 0 2, 15 N41 max 0 2 1 14.867 1 3 .516 7 I 0 2 0 21 0 2 16 min 0 - 2 -.90416 O,' 0 L2 O. , 2 0 I2 17 Totals: maxl 0 4 38.848 17 0 4 _ __ I I 18 ;. minI -19.84 7 .37.848 I13 IE _ __i I RISA-3D Version 7.1.3 [M:\...\\ .\.......\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 21 Attachment "B" Calculation CR-N 1013-100 (Page 208 of 219)
Z16 Page 348 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z1 6, Page 349 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CýC Envelope Member Section Forces Member Sec Axiall Ic Shear Ic zAherfkI c-- Tiorheek-ft Ic Momen... Ic z-z Momen... Ic 0
- 2 ; Ml
,." - 1 min max 0 ,-
,,, 5,.:1063 7 -1.06 5 j. "'
T.0 T 6,?ýi 3 :*0,, .123 ,** 7 .. ". f0: i2...1 20 [2o'T 1,2". 0 0 . 6 5 1 3 :max -min 00 '!721iýL*.-.118 446 3 1 0
-'009 I5 0 -7 O',ý <: 2 0 .2 00 63 6,61*
7 M2 1 max 0 2 16.474 4 .017 4 .032 61 0 12 0 2 8 m 0 2--10.409-5 :6 .006 57.:'.0-O06' 13 0 2 1 0 2" 11 3 max 0 7 14.41 5 -.007 5 .013 6 0 2 0 2 12 ., . mi 0 2 -18.7074 -.022,1 4' :-021 31 0-. 2. 0. 2 13 M3 1 imax 1.621 7 7.103 3 0 17 0 3 0 2 0 2 14 "! " min 0 5 3.697[ 6 ::I2'1 ? 0" " 6 0 2r "0, 2 17 3 max 1.621 7 2.847 6 0 12 0 3 0 2 0 2 18 -7' 177 min. 0 51 .'15.566[ 3 07', f 7, -0"0 61 ' :2 0 ,,,2 19 M4 11 max .002 4 10.101 4 0 12 0 6! 0 12 0 2
-20 'm. min .09,;, :7 5961 5' 0 1-:2 0' - 3,, ý0 "2 0 "0 .2 23 3 max .002 4 .906 13 0 12 0 6 0 12 0 2 2m4K0.. min"7 17-11506 6- 220 "7 0 3'"23' 0 [2 0,,'0 2, 25 M5 1 max 0 7 2.045 2 0 2 004 3 0 -2 0 2 26' C) .40>J2 006546 0 ]. 0.
29 3 max 0 27 -1.625 3 0 2 .004 3 0 2 0 2 30'~~ mm "2 '-I~'
- W 1 2- 0 2 06.6"[ 0,_3 0 0Mh. '22 OL 31 832, ' M6 1 max mi "'002
.022 3 16.871[4 0 2 5.649 6 0 [2 0 2
' '" 6LI "'-3129 *5 §0D 2 9164 3' 0 [2 0 2 35 3 max .022 3 13.129 14 0 2208363 0 2 0 2 36 ' ' min -.002, '6.-16,871 6> 67 52-2 '" 24351`'6' 2 0 37 M7 1 max .031 6 16.871 4 0 2 5.963 6 0 2 0 2 38 mm 0 3.-13.129.[5.'-0' 2 -9.
9275 ý:3 '0 2 .0 '2 41 3 max .031 6 13.129 4 0 2 20.725 3 0 2 0 2 42 43 M8 1 -minm 0 '.3; .- 16.8715 "0 12 -24.037 6 .0 2 "0 2 1 1max 0 2 15.072 5 -.006 5 .035 6 0 12 0 2 44' 47 " 3 max min -0"0 71-111.81' 7113.319[4 14" -:.'01'7 .02214 14 -.036
.054 63 00 [2.02 12 0 22
'48 ... .. ' , min 0 1-9.799 514.243 7
. :007.: '1:,s "-.021
,5 0 27 0 3 3...3,.0 0
[":22 i 00 ." 22.]:
49 M9 .1max 0
- 50 53 2, ' :" " 3max m:mi -:.009" 0 51-2,0743 '§o:70J;iq "71:'*3.i441"'6 0 12*.~ 00 . 36. 00 *~12 ,-O 0 02 *-2] 2
,54 ' . ,-"m in '-.009. .71':2A.28 2 . ,'0:, 1..-, 0 6" ;,:0. ]1wl;2 :0.' ,- 2 55 MIO 1imax min .0 0 71.35 2 .35 "4.5 '00 12.006 12 '-.004 63 00 [z2 1 00 221 56 '- _
59 3 max 0 7 -.35 5 0 12 .006 61 0 2 0 2 60 41min 0 2 '-.359012 4 -j004 31.070 L2 0
- 61 M9 1 max 0 4 1.063 7 1.026 7 0 3 0 2 0 2 62 minm -. 123 7 1"1.063 5 0 I5 [ 0 6 " 0 2 0 2' 65 3 max 0 4 -1.108 4 0 25 0 3 0 2 0 2 66 'min -. 1230 7 -1.108 5 '-1.026 7 0 '6- ' 2O 2O 67 M12 1 max 1.026 7 -1.108 6 0 4 0 26 0 2 0 3 568 ' min' "0 0--108 .5 -.' .35 .123'7. . 21 .0." 2 o0 6 71 3 1max 0 2 .657 3 .009 7 0 21 0 2 0 6 72 1'. m'rnin 0' 7 '*17.-. '6.-0 5' "0 3 22 03 12 0 73 M14 1 max_16.8715 0 6 .002 6 0 2 0 624.3516
'274" 'V' .. ".. : min -13.1293 47 ,1 , *3 '-.022 -' 1'3:" 0 26 01 .3' 0:Z'20'.836, '3 77 3 max in.0.....1 06.871 5 00 7.,,,- ::66 002 66 -, 0Cý 22.,;, .002 624.3516 0: -3 6'.78. .' . ." ' m rn -13.129 4. .108 3 -'.-03
-. 022& - 35ý:** 0 62. '-:015' -23' '-202836 3, 1 max 16.8710 0 6 0 3 0 22 00. " L62 24.0376 80 " " M12. .
79 . mi -13.129' 4' V. 0< 3 -01 2"3 6 '0 -20.725r 83 3 max 16.871 5 0 6 0 3 0 2 0 3 24.037 6 84 , mm -163.129 5'4 0. :' .0312 6'- 0 2 .0'-02 6 -20.725.13 RISA-3D Version 7.1.3 [M:\...\... \ ...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 22 Attachment "B" Calculation CR-N 1013-100 (Page 209 of 219)
Z16 Page 349 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 350 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: CFC Envelope Member Section Forces (Continued)
Member Sec Axial ] Ic vShearik1 I z Shear[k] Ic c v-y Momen... Ic z-z Momen... Ic 85 M16 1 max 16.871 4 0 6 .022 3 0 2 0 4 5.649 6 86-fmm~329 ',, 0 '3.A00 0' ~2 0 2 914.3 89 3 max 16.871 4 0 6 .022 3 0 2 .015 3 5.649 6
~
90 ~ ~ min.~~-'13.19'5 >0,< -3 0 ..002 6 -. 6 91 M17 1max 16.871 4 0 17 .031 6 0 2 0 12 5.963 6 92 1- min*- 13.129 5:,',,-:0 . 3, '0 .'.'13 ,2ý,,
0 0.0 -.0,-* 19.275 '3 95 3 max 16.871 4 0 7 .031 63 1 ,0 0 2 .02 36 5.963 63:.
96 'mi-13.129 5 0 13 0 0 -9.275 97 M20 1 max 0 2 1.89 7 0 2 .006 31 0 2 0 2 98 min 0 2 1.377" '_5 ;,'0 2 -.0138 6 -0 12 0 2 101 3 max 0 2 -1.485 3 0 12 .006 3 0 2 0 2
.102 . min ' 0 12 . 2.049 177 0 12 1.013 : 6: ,,0 1- 0 ,:2,,
103 M21 1 max 3.217 6 0 2 0 12 0 2 0 12 0 2 104 0 . .0.....24 2, :2 [ 1 2'*
107 3max 3.256 6 0 2 0 2 0 2 0 2 0 2 108"' _t_ min 3..82 0 ý2, 0 ~2 ~0 ~2 O'0.2:
109 M22 I max 4.617 2 0 2 0 2 110 .0 rainm 3.288.3: 0 -2 0: 2 .b0 2 2 , 0 0
2 0 0 :2.
2 113 1_3 Imax 4.656 2 0 2 0 2 0 21 0 2 0 2 114 . .1 min 3.327 3- -0,2 2
00 *2 2 00 : 2201 0 2 :0 0 22 115 M23 1 1 Imax -.004 3 .026 116 , 1, _ I-min -.004 21F7.02677' -2 ... 0 0_ 2.0 2' "0 2 119 1 3 max .004 3 1 -.026 12 0 2 0 2 0 2 0 2 120 -1, _I min .004 2 -.026_1 2 0 12 0.. 2 0- 2 0 2 121 M24 I max -.004 31 .026 2 0 2 0 2 0 2 0 2 122 min ,.004 ', 2 - 2' 0 2 0 ' 2 .. 0, 2 -0 "2 125 I 3 max .004 3 -.026 2 0 2 0 2 0 2 0 2 126 -r -minrm .004 ' 2. 026. 2 0 , 2 002 2 0 .2, 127 M25 Ilmax 0 5 .007 3 0 2 0 2 0 2 0 2 128 - in -2.293-1"m(7 7 * -.0' i 7...- 0 0 2 0 .'22* 0 131 3 max 0 5 -,007 3 0 2 0 2 0 2 0 2 132 ". min-2.293 .7 "'O07 7'.0 0.2 2 0 2 0 2' 133 M26 1 max 0 5 .007 7 0 2 0 2 1 0 2 0 2 134 _-" ,in-m 2.293 7 .o07<"'6 0 2 0 2 0 :2 0 2 137 3 max 0 5 -.007 7 0 2 0 21 0 12 0 2 138 min -2.293 71o 6" 0 -2 0 1 2.007" iii. - 0 .2 Envelope AISC ASD Steel Code Checks Member Shape Code C... Loc ft] Ic Shear ... Locift Dir Ic Fa[ksi Ft ksi Fby ..Fb z-z ... Cb Cm Crmz ASD Eqn 1 M1 W14X30 .050 2.02 3 .191 17.296 y 4 14.359 21.6 27 19.125 1 .6 .85 H1-2" 2, M2 W14X43 -'.325,2.469 4' '0315, 5.5 v, 4119.588 '21.6 -' 2-7> 23.76, J1i ,-.6', 'l H1-2 3 M3 W14X38 .586 11.918 3 .257 13.878 v 4 9.65 21.6 27 15.4551 1 .6 1 H1-3 4-M4 W14X38 .71.1-;11,918 . 4 '.'304', 13.878 y'4 9.65 216,'- 27J,15455 1",1 t.6 1' H1-3 5 M5 W14X30 .048 12.6381 7 .041 5.5 v 7 18.835 21.6 27 23.76 1 .6 1 H1-1 6 M6. HSSOX1'.. " ,1,"i -- -I,"4'i i.', 'ý.2-5 2 v' 6 21.337 -21.i6 '2376 ,23.76 1,, .6 1 H1-3_
7 M7 HSS10X1.. .166 I 1 I 4 .251 2 y16 21.337 21.6 123.76 23.76 1 .6 1 H1-3 8 M8 W1.4X43 .311 13.5361 5. -'.334-15.5 .15 19.588 21.;6 -27 ;23.76,L 1 .6 .1 H1-2 9 M9 W14X38 .213 15.8781 7 .067 0 17 9.65 21.6 1 27 15.455 1 .6 1 1H1-3 10 M10 W14X43 .003 11.751 5 .008.' 1 3.5 yv6 20.465 21.6 1 27-, .23.76 1 "6 11H2-1 11 M11 W14X38 .358 112.0821 7 .048 111.918 z 17 9.65 21.6 127 15.455 111 1 1 1 1 H1-3 12 M12 W14X30 .131 12.02 1 3 .312 17.296 v 6 14.359 21.6 - 27' 19125 1 .6 .85 H1-2 13 M20 W14X30 .045 12.6381 2 .042 5.5 Y 7 18.835 21.6 27 23.76 I 1 .6 1 H1-1 14 M21 TU4X4X6 .031 ! 2.25 62 ' .000 z 2 20.683 21.6 23.76 23.76 11.. .6 .6 15 M22 TU4X4X6 .044 12.25 .000 1 `00 z 2 20.683 21.6 23.76 23.76 1 .6.6 HI-1 Hi
'16.,M23 , L2x2x4 .000' 0., 21.6 -Co..,- ' . .6- H2-10H1-1 17 M24 L2x2x4 .000 0 2 .004 0 _y2 .607 21.6 t-Co.. H2-1 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 23 Attachment "B" Calculation CR-N 1013-100 (Page 210 of 219)
Z16 Page 350 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 351 of 364 Company Precision Surveillance Corp Designer Brian Giometti Job Number CR-N1013-106 CR3 - Vertical Tendon Coiler Platform Design Checked By: C*C Envelope AISC ASD Steel Code Checks (Continued)
Member Shape Code C... Loc[ftl Ic Shear ... Loc[ft, Dir Ic Fa [ksil Ft ksi Fb y...Fb z-z I... Cb Cmv Cmz ASD Eqn I18 *I- M25 L2x2x4 .113 "90 7 .00 1 YO3 7.927 21.6 -Co.. . H2-1 1 191 M26 IL2x2x41 .113 0 7 .001 0 v 17 7.9271 21.6 -Co..I H2-1 RISA-3D Version 7.1.3 [M:\...\...\...\...\Design\CR-N1013-106 VERTICAL COILING PLT.R3D] Page 24 Attachment "B" Calculation CR-N 1013-100 (Page 211 of 219)
Z16 Page 351 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attarshmcnet Z16, '3--- '353 DOCUMENT NUMBER: E-GEN-501 REVISION: 0 PAGE: i DOCUMENT TITLE: UPPER SUPPORT FRAME TIE DOWN PROJECT TITLE: GENERAL ENGINEERING DATE: 9/25/07 DOCUMENT COVER SHEET Document No: E-GEN-501
Title:
UPPER SUPPORT FRAME TIE DOWN DESIGN & TEST 0 Original Issue B.A. GIOMETTI 9/25/07 CE. COX 9/25/07 Prepared By Date Reviewed By Date No. Description PSC SIGN OFF REVISIONS Attachment "B" Calculation CR-N 1013-100 (Page 212 of 219)
Z16 Page 352 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0
.Atta,',,hmcnt Z6 71 Page 353 -f 4 DOCUMENT NUMBER: E-GEN-501 REVISION: 0 PAGE: 1 DOCUMENT TITLE: UPPER SUPPORT FRAME TIE DOWN PROJECT TITLE: GENERAL ENGINEERING DATE: 9/25/07 1.0 PURPOSE 1.1 The purpose of this calculation and load test is to demonstrate the ability of the proposed tie down assembly.
The tie down assembly will transfer the necessary hold down forces from the Upper Support Frames (USF) to the containment rail. The tie down will work in conjunction with the specified amount of counterweight to assure an adequate factor of safety against overturning forces placed on the USF. The tie down is constructed in such a way that it will allow the USF to be moved between locations without removal of the tie down. All design has been performed in accordance with AISC Allowable Stress Design, 9 1h Edition.
2.0 EQUIPMENT ARRANGEMENT 2.1 The tie down assembly consists of a two brackets housing two rollers a piece for connecting to the containment rail and a WT section set across the base of the USF. The components are connected with 1" all-thread to sandwich the frame and provide the hold down force. See Figure 1, below, for explanation of how the tie down assembly interfaces with the USF and containment rail.
FIGURE 1 UPPER SUPPORT FRAME BASE TIE DOWN ASSEMBLY CONTAINMENT RAIL MACHINERY ROLLER TIE DOWN INSTALLED ON FRAME/RAILS Attachment "B" Calculation CR-N 1013-100 (Page 213 of 219)
Z16 Page 353 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 DOCUMENT NUMBER: E-GEN-501 REVISION: 0 PAGE: 2 DOCUMENT TITLE: UPPER SUPPORT FRAME TIE DOWN PROJECT TITLE: GENERAL ENGINEERING DATE: 9/25/07 2.2 A more detailed depiction of the tie down assembly itself as well as pertinent dimensions are shown in figures 2, 3 and 4 below.
FIGURE 2 WT6X60 1"-8 NUTS TYP.
TOP & BOTTOM 2"X3" A36 BAR L2X2X4" "1 0 3" TRACK ROLLER TIES TYP. 4 PLACES
'CAPACITY 20K - EACH 1"-8 A325 McMaster-Carr Part# 6321 K31 BOLTS TYP. TIE DOWN ONLY FIGURE 3 FIGURE 4 1V-23/4" 1'-9" 2i
-I t 9912 t I 2'-5%"
03" ELEVATION ELEVATION Attachment "B" Calculation CR-N 1013-100 (Page 214 of 219)
Z16 Page 354 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attahmont Z!6, Pag 355 of? 4 DOCUMENT NUMBER: E-GEN-501 REVISION: 0 PAGE: 3 DOCUMENT TITLE: UPPER SUPPORT FRAME TIE DOWN PROJECT TITLE: GENERAL ENGINEERING DATE: 9/25/07 3.0 CALCULATIONS 3.1 The following calculations are included to demonstrate the ability of the tie down assembly to withstand the design loads imposed upon it. The design load for the entire tie down assembly is 40 kip per assembly. All calculations have been performed in accordance with AISC Manual of Steel Construction, Allowable Stress Design 9th Edition.
3.2 Check WT 6X60 in bending 1- 5" -"Jr' 8 R1 R2 3
WT 6X60 Section Modulus, S, = 8.22in Allowable Stress, Fb = 0.60Fy = 0.60.36ksi = 21.6ksi (per ASD Eq. F1-5) .. Conservative Allowable Moment, Ma - Fb " S. = 21.6.8.22 = 14.80k - ft 12 12 K P 40 Max Load, P = 40K at mid-span of WT6X60, convert to w = - = - 5.0%
Maximum Moment, Mm = R1 a + = -20 5+ = 11.67 k-ft (ref. ASD Fg. 4, pg. 2-297)
Mý = 11.67 k-ft < Ma = 14.80 .-.Acceptable 3.3 Check 01" All-Thread in tension:
Allowable Stress, F, = 0.33Fu = 0.33-58ksi = 19.1ksi Area of All-Thread, A= = - 2 =(1.0) 0.7845in 2 4 4 Allowable load on each piece, Ta = F, *A = 19.1.0.7845 =14.98 K P 40 Max Tension on each piece, T =-
4 =- 4 = 10K < Ta = 14.98 k-ft .-.Acceptable 3.4 Check 2" x 3" x 5 1/4" Block in combined axial tension and bending:
2" x 3" Section properties:Area, A = L .W = 2.3 = 6.Oin 2 3
Section Modulus, Sx = bd 2 3.22 .in 6 6 Max Load, T= 10K at CL of roller Max Moment= M = 2.1875".1OK = 21.875k - in Allowable Tensile Stress, Ft = 0.60Fy = 0.60.36ksi = 21.6ksi (per ASD Sect. D1)
Allowable Bending Stress, Fb = 0.75Fy = 0.75 .36ksi = 27.0ksi (per ASD Eq. F2-1)
T 10 Maximum Tensile Stress, ft=- . = - 1.67ksi A 6.0 Maximum Bending Stress, fb S 20 2.0 =10.9375ksi Attachment "B" Calculation CR-N1013-100 (Page 215 of 219) z 16 Page 355 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 A,'L 0hmn Or,=7gf 4 DOCUMENT NUMBER: E-GEN-501 REVISION: 0 PAGE: 4 DOCUMENT TITLE: UPPER SUPPORT FRAME TIE DOWN PROJECT TITLE: GENERAL ENGINEERING DATE: 9/25/07 f+b)
A 10.9375 ASDCodeCheck(Eq.H2-1),- Ft1
_1.67
+- = 0.482 < 1.0 .-.Acceptable Fb 21.6 27 3.5 Check 3/8" weld connecting 2" x 3" block:
Effective area (consideringtension side only), A = 8 "x3" = 1.1 25in 2 .'.Conservative Allowable stress, Ft = 0.60Fy = 0.60 .36ksi = 21.6ksi Tension from bending, Tb 21.875k-in 10.9375 2in Maximum Tension, Tm = 10 K + 1 0 .3 9 7 5 K = 2 0 .9 3 7 5 K Maximum Tensile Stress, ft = A 25 = 18.61ksi < 21.6ksi A 1.125 =1.ls 16s .-.Acceptable 3.6 Check 1" A325 Bolt for roller pin in shear:
Allowable Shear Load (ref ASD Table 1-D, pg 4-5), Va = 16.5K Maximum Shear Load, Vm = 10K < 16.5K .-.Acceptable 4.0 LOAD TESTING 4.1 The tie down assembly was assembled on a test rail and load tested. The loading was performed using a calibrated 40 Ton hydraulic ram installed where the USF itself would be tied down. The tie down assembly was loaded to 40 kip (40,000 Ib) using the hydraulic ram and held for 10 minutes. See Attachment 1 for the details and documentation of the load test.
4.2 The tie down assembly held the applied load for the required time, and no deformation or cracking was observed during or after the load test.
5.0 CONCLUSION
5.1 From the above calculations and load test it is concluded that the tie down assembly documented herein is acceptable for use on PSC's Upper Support Frames (USF). Each tie down assembly installed on a USF will provide a maximum of 40 kips of hold down force against overturning.
6.0 ATTACHMENTS 6.1 Tie Down Load Test Documentatioh 6.2 McMaster-Carr Catalogue Page 1061 showing roller dimensions and capacity Attachment "B" Calculation CR-N 1013-100 (Page 216 of 219)'
Z16 Page 356 of 364
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Satisfactory Satisfactory
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N0
- a. N
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 E-GEN-501: ATTACHMENT 6.2 Attachment Z16, Page 358 of 364 UPPER SUPPORT FRAME TIE DOWN ROLLER Page 1 of 1 For informationabout track rollers, see page 1058.
Ball-BearingTrack Rollers Have good speed and load capacity, and compensate for misalignment. They have a ball bearing design (unless noted) that handles thrust and radial loads, and are maintenance free (permanently lubricated with seals that keep lubricant in and contaminants out).
Rogers w4th stud can be through-hole mounted (mounting nut included). A hex socket in the stud offers easy installation. High-temperature steelrollers have Viton seals (unless noted) handling up to 325' F. Corrosion-resitant rollers are Type 440C and 303 stain-less steel. Stud/ess rollers carry more load; mount on a shaft or clevis (yoke) end linkage. Made of alloy steel. Max. temp, is 225' F.
With Su With Stud r--Roller -- Stud I r- Thread -- I Max. r- Radial Load ir- Thrust Load I Dia. Wd. Dia. :&. Siz rpm Cap.. lbs. Cap.., lbs. D-- 11-13-4 (A) (B) (C ) S (M To Load Static Dynamic Statc Dynamc Each Steel 1 1' ... . 3/4". 1" . 'A"-20 h 'h/"...V3"_ 8,000 230..,. 230 140 140 6318K65 $32.88 3
1 " .
1 " .
/4".
'4 13/j:"'
1
- 1. ......
1"2.
1/
h"-20. 1/2'h z" . 8,000..
l" - ". 'Id" 6,000 230 .
600--
230.
600.
140 -
370--
140 370. .6318K67 61K6_34.13 36.54 T q 1%" 6318K(68 ... 37.79 -
3'3/,,"...
/ 1'.... 1 '/'..
/ ' 5b"-20. . 3 . /"2"... 8,000. 600 600 370 . 370 1112'.- 1 A6"_._.%"5/. 1112"... "-18. /14. . *1". 6.000.. 1,100... 1.100 680, 470 6318K69 40.10 6
13'/"_ __131,e" - 314"_ 13/4"_ 3/4"-1 a"., 'h" -6.000 1,100 1.100. 680- 470 6318K71 42.40 2' 15" '... 2" . 7"-14 1V' '/I6".. 6,000.. 1,620._ 1,620. 1,000. 910 6318K72 . 45.77 1,620. 1.620.. 1,000 . 910. .6318K73 ... 51.ý63 22.. 1%". 1'.. 21W.. 1"-14. 11/2".'I.. 4,000 2,270. 2,270. 1,400 1,340. 6318K74 .. 51.83 3"...........12". ........ 1/4"... 21/.2 .1/4"-12 . 13/4".-_h6"_._.1,100... .20,000 .... 12,270. 12,000. 12,000 6318K75Y 67.60 31/2"__....2" .... 11/4"..__23/4"__.11h"-12 .. 13/4"...V,6" .1,100-. 20,000... 12,270. 12,000 12,000 .63181(76V 88.46 Studless V -1........... 2". ..... 11/4"_._.23/4" .1Ile- 12 .134 /1".V6"... 1,100.. .20,000 12,270 .12.000. 12,000 6318K77V 102.78 High-Temperature Steel 1". ..... 3/4"__....711e . 1",... 7116"-20,. 112"./32". 6,000-. 390... 390. 240 240 2086K21* 65.51 1B8-1 1 1/112. %".. . 1V/"..%"-18_.
__" W I/....
" 6,000- 1,110.. 1,110. 690 . 470. 2086K23.... 81.22 2".. " ... 1 "..
W....."..1*".... , -"
2 ........
21/4"_ 1V-14 ....
-14.11" '16_I*" .. 6,000..
1,750... 1,750. 1,080. 910 2086K24 ..... 88.57 V" V .6,000.. ..1,750._ 1,750 1,080 910 20861(25 ... 103.78 Corrosion-Resistant Stainless Steel 1"..
1'/4"
/W 7"...
". " . 1/2" ,11/4"..
131e
.. 1" . 716-20. 1/22 1/32'"...6,000..
,h"-20 5V" ..1/3z. 6,000 .
390.
520...
190, 350 240 320....
150 230 4725K31 .... 97.55 4725K32 101.32 4,
11/2" _13/1'6"_. 'Ia" 11 h" _ "-18-. 3/4"a' "6"_.._6,000_ 1.110 . 550 690.. 350. .4725K33 111.32 2". ._.. 1" /' .. 2"'
/s -. 7"-14. 11".'16" 6,000- 1.750_. 1,590 1,080.. 740. .4725K34 124.34 V Has tapered-roller bearings.
- Has PTFE seals.
r--Roller -I Bore O'all Max. F- Radi,al Load --- rI r- Thrust Load "---I Dia. Wd. ID Wd. rp7m Capp.. lbs. Cap., lbs.
(A) (B) (F) (G) No Load Static Dynamic Static Dynamic Each 2/a" .. 19/16". _.. 1,100 .......... 7,630 .. 7,630. 4,570 . 4,570._. 6321K22 $92.31 3' ..... 13/4"' . '.. ... . 11316' 1,100 . 20,000.,, 20,000. 12,000 ........... 12,000 . 6321K311V 87.98 V Has tapered-roller bearings.
Quiet-Grip Track Rollers Coated rollers operate quietly and provide excellent grip. Under the coating, rollers are steel and sealed to block out contaminants, Rollers have studs for through-hole mounting; mounting nut not included.
Rollers with nylon coating are electricall nonconductive and maintenance free, handle higher temperatures, and are more chemical and abrasion resistant than urethane. Studhas a hex socket for easy installation. Hardness is Shore 75-81D. Max. temp. is 210' F.
Rollers with urethane coating provide better traction and strength than nylon-coated rollers. The coating process lowers the With Nylon Coating load capacity, so these rollers are not rated for speed or load. Bearings are needle style. Head has a hex socket for easy installation.
Hardness is Shore 80A. Rollers have two lubrication holes (except where noted) on stud. Max. temp. is 200' F. y1t6lt Slim 11111-CaigIE-r- Roller -l Dia. Wd.
rF- Stud -r Dia. L.
F- Thread ---
1g.
i- Radial Load -- 1 Cap., lbs.
i- Thrust Load "--I Cap., lbs.
D--
F( IT (A) (B) (C) Size (K) Static Dynamic Static Dynamic Each 1"-__ 3/4a. V/16 " ....1".. .. '/,6"-20 '.'/". '/3z" 30. 30 ___ 140 __ 140 . . 2320K61 $51.67 K--. -
1V/4"_ '3/16",._ . 11..V, 2"-20..... l" V 2".... 40....... 40.. .... ...... ... 370 .... 370 .............. 2320)(62 -. 52.86 l11"_ 13/6"'. 5/a1".. '1/"_ '/"-18 . 3/4"a' V'/".. 60. 60._ 470.. 680 __2320K63_ 5429 2" ........ 1**" a" 2" . /-14.........../_ V" ..- 120._ 120. 910 _ 1.000 2320K64 55.83 2/a 1//2' ' 1' 21/.' 1"-14 1'/ .. 1i... 130. 130. 1,340 -1,400 2320K65 67.86 WM CWith r Roller -I r-Stud -r F- Thread0-- r- Roller -' i-Stud -1 F- Thread --I Urethane Coating Dia. Wd. Dia. 1g. 1 Dia. Wd. Dia. 1L. 1..
(A) (B) (C) D Size (E) Each (A) (B) (C) 4D Size 4 Each -
3 /a'_1a"__31/e'_ 5/ea" 10-32../a4"...3649K114,$32.25 13/4" '/a'.3/a"...1' .. 5/a"-18.. 31/4".3649K21_.$42.21 -Ti.
1" '/a"
- 1. '/a' . 7' 3/a"-24..'/a'"....3649K(12.. 34.13 2"....... ... a 3/4"_..13/4".. 3/4"-16... Y/a".3649K22... 47.87 cA 1 /' '/a".. ./ .' ........ /16"-'20..'/2"..3649K13... 37.47 21/"4,..11/4"._ /a"..2".... 7/e"-14 .V1 _. 3649K23. 64.99 1
/2".. 3/1"... I'/ .. 11/4 I ... '/2"-20 .'/a"..3649K14.. 37.92 4 Has no lubrication hole.
Miniature Corrosion-Resistant Ball-Bearing Track Rollers Made of Type 303 stainless steel for excellent corrosion resistance. These tiny rollers have sealed, permanently lubricated ball bear-ings for high speeds and moderate thrust loads. Aslotted head allows for easy fastening. Mounting nut included.,ax. temp. is 250' F.
r- Roller --- I r-- Stud --- I r- Thread -1 Max. F-- Radial Load -- I Thrust Load Dia. Wd. Die. 1L.
L r Cap., lbs. Cap., lbs.
(A) (B) (C) 4 Size N. Load Static Dynamic Static Each 3/16"._ _13/64"_a 5/64"_./ .. 5/16", 0-80 3/6"' 96,000 ,.....16_ 50 . 8_. 3668K2 $49,39
'4". ., .u " '/-.. e". '......." 4-40. '/a . _ 64.000 _ 20 . 64. 17 3668K 22 _ 15 58 D
'/4"_ '__
3/64"_. .5 ./6 ý" -. 5/1" 0-80..3/,6"_' 76,000 16 ............. 50 .......... . 13., 3668K3 ._. 46 .21
/e" ..........
3/8- . 1/ ..
.... .. /h" . 8-32.1/a". _48,000.... 56 160.___ 45 . 3668K23.. 14.79 cA 1/..
1/a 12 1 4-40 '/".'. 64,000 32 ............ 102 ... 21 .. 3668K11 36.53
/12". . /a' . /" .... 10-32. 3/a" . ,40,000 90 ........... 243._ 70 .-..... 3668K224 15.64 a/a, 5h6" 3/1"C ,'/a' 8-32 '/4" .48,000 90 . 2 ..
256 56 3668K12. 32.42
/a". /./6 .. 4 '/. .. 5/s". . 10-32. 3/a" 36,000 ..........128 ..... 335 .98 .. 3668K25 17.00 5/a". 7/1.6". 1/. ... ........ 5/a ........ 10-32 3/1 a. .......... 40,000 .......... 173 . 468 .... ................ 3668K13_. 33.87 314"..' 9/"32 ....... 1a/a4' /8. ....... 10-32 3/a" 34.000 198 . 524 ............. 124 . 3668K26.. 23.03 3/4" .. 2 . .......... 5/8" .. 10-32.._3/a". 36,000 .. 205..__ 536 . 123 3668K14 36.58 7/a _ ... /a .. . 'Ia" ....... 10-32. 31/" 35,000 _. 317. ... 838 . 155- 3668K 15 44.32 McAASTER-CARR 1061 Attachment "B"Calculation CR-N 1013-100 (Page 218 of 219)
Z16 Page 358 of 364
PCIIG-DESG Engineering Change 0000075218R0 i
EC 75218, Revision 0 ATTACHMENT 2 Attachment Z1 6, Page 359 of 3641 Sheet 1 of I1 Record of Lead Review I
Document CR-NIO1 3-100 (Tendon Work Platform Design) Revision 0 The signature below of the Lead Reviewer records that:
- the review indicated below has been performIed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
LI Design Verification Review LI Engineering Review [ Owner's Review El Design Review LI Alternate Calculation El Qualification Testing LI Special Engineering Review E] YES [] N/A Other Records are attached.
John Hollidav > &).,.1A Civil 09/09/08 Lead Reviewer k(print/sign) \ Discipline Date Item Deficiency Resolution No. _
NONE
____ i_ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and includ ed with a completed design package.
Owner's Reviews may be processed as stand alone C?A records when Owner's Review is completed.
EGR-NGGC-0003 Rev. 101 Attachment "B" Calculation CR-N1013-100 (Page 219 of 219)
Z16 Page 359 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 360 of 364 Attachment "C" CONTRACT NO. 270269 AMENDMENT No. 11 Attachment "C"- Contract Amendment (Page 1 of 5)
Z16 Page 360 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z1 6, Page 361 of 364 Precision Surveillance Corporation 3468 Watling Street East Chicago, IL 46312 Attention: Paul C. Smith CONTRACT NO. 270269 AMENDMENT NO. 11 EFFECTIVE January 5, 2010 This Amendment is governed by the terms and conditions of the above-referenced Contract. By this Amendment, Progress Energy Service Company, LLC, not in its individual capacity, but solely as agent for Progress Energy Florida, Inc., (hereinafter "Owner") offers to change the terms of ýthe above-referenced Contract as follows:
Scope of Work To provide four (4) Steel Frame Baskets/ Platforms for containment tendon installation consisting of the following:
o I each Steel Frame/Basket 200001b
- 4 Tracktel Hoist
- 4 Block stop
- 4 Drive cable
- 4 Safety cables
- 4 Winders (heavier duty)
. 2 Drive Sled and wiring
- 4 Drive Cable roller assembly
- 4 Tie down Roller Assemblies iI Counterweight 125001b Spider ($600/month price allows for 6 months)
- 3 Transformers (top, drive and platform)
I1 Five Ton Electric Chain hoist Ii Electric Cable I1 lot Tugger for moving 1 Tugger Cable (200')
I1 Tugger Pump
- 2 Sets of Low Pressure pump hoses
- Return Freight (One frame = 1 load)
- These units will be able to travel and supporttendon work from the full height of the containment building (above the dome ring) to ground level.
Attachment "C"- Contract Amendment (Page 2 of 5)
Z16 Page 361 of 364
PCHG-DESG Engineering Change 0000075218R0 EC 75218, Revision 0 Attachment Z16, Page 362 of 364 The four platform units and supporting backup spare parts and in-service maintenance of the units constitute the Work for this amendment.
Location Work to be performed at the Crystal River Nuclear Plant #3, located at 17760 West Powerline Street, Crystal River FL,.34428-6708.
Schedule Work is to be delivered to the Crystal River #3 plant on or before February 1, 2010. Time is of the essence.
Price The total firm fixed price amount for these four (4) Steel Frames/Tendon Platforms is
- each. Payment to Contractor for three (3) of the units will be due and payable upon acceptance of the platforms by the CR#3 site and upon receipt of invoice net thirty (30) days. Payment for the fourth unit will be due and payable, net thirty (30) from receipt of an invoice when the project is complete not to exceed four months from the date of delivery. These units are basically provided at rental cost for the durationof CR#3's needs for this containment delamination outage and will remain the property of Precision Surveillance Corporation. A zero sum purchase order will be developed by the site to accommodate receipt of these components.
In the event Owner elects to fabricate two platform steel frames and baskets, Contractor will provide all other required items to complete the platforms including but not limited to drives, safeties, hoists, transformers, pumps, and electrical parts. Contractor shall also provide Owner with the drawings and information required to allow for the successful assembly by Owner. Owner will pay Contractor ninety six thousand two hundred eighty three dollars ($96,283) per a frame for the associated components and shipping. Contractor agrees to contact Owner before proceeding with fabricating the second setof frames.
QA Terms and Conditions This Work has been determined.to be Non - Nuclear Safety Related.
Owner's Designated Representative Owner's Designated Representative for the administration of the Work authorized by this Amendment is:
Richard Pepin 352 464 7934 Richard.pepinapgnmail.com Progress Energy Florida, Inc.
Crystal River nuclear Plant #3 15760 West Powerline Street Crystal River, FL 34428-6708 Attachment "C"- Contract Amendment (Page 3 of 5)
Z16 Page 362 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z16, Page 363 of 364 Maintenance and Spare Parts Contractor agrees to provide sufficient spare parts to maintain allsix (6) of the rental platforms operable for the duration of the repair of the containment delamination project. It is recognized that once the platforms are on-site and placed into service, their operability will be crucial to maintaining the criticalpath schedule of the project andreturn'to service of the CR#3. nuclear unit. Contractor shall assume that the platforms Will be used extensively and be required to make multiple passes, similar to the way the existing platforms have been used. Contractor shall maintain spare parts on site to allow for instant availability in the event of a needed repair. Contractor will invoice Owner for spare parts at cost plus five percent (5%) as they are required for use.
---next paragraph begins on the following page---
Attachment "C"- Contract Amendment (Page 4 of 5)
Z16 Page 363 of 364
PCHG-DESG Engineering Change 0000075218RO EC 75218, Revision 0 Attachment Z1 6, Page 364 of 364 All other terms in the Contract or other Contract Amendments remain unchanged.
Please execute this Amendment, retain an original for your file, and return the other original within ten (10) calendar days to John Gottshall, Progress Energy Service Company, LLC, P. 0. Box 1551 (PEB-3C3), Raleigh, NC 27602.
Sincerely, Toniylcn, 1anager NGG Major Projets As AgenThfm-rogress Energy Florida, Inc.
January 5, 2010 Accepted: "I~
By: Precision Su-veillance Corporation Name (printed): C- -,
Title:
/oru., ILxj" Date:,
Should the person's title who is executing this document not indicate that he/she is a corporate officer, an affidavit signed by a corporate officershall beprovided stating that the person whose name-appears above is duly authorized to execute Contracts on behalf of the firm.
In accordance with the Federal Acquisition Regulation section 52.219, please check all that apply to your company. Please provide supporting documentation or certification to confirm the status for any categories checked under Small/Diverse Vendors.
[ I Certified small business* ] HUBZone, 8(a) or disadvantaged business*
[ ] Veteran-owned business* ] Minority-owned business * *
] Service-disabled veteran-owned business.* ] Women-owned small business **
]Not a Small Business
- As defined by the Small Business Administration (SBA): www~sba.gov.
- Certified by Progress Energy and as defined by SBA.
Register online at www.progress-energy,com/supplierdiversity Attachment "C"- Contract Amendment (Page 5 of 5)
Z16 Page 364 of 364
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
- M PR 320 King Street Alexandria, VA 22314 CALCULATION TITLE PAGE Client:
Progress Energy Florida Page 1 of 44
+ Att. A (2 pages)
Project: Task No.
CR3 Containment Delamination 0102-0906-0135
Title:
Calculation No.
Tendon Detensioning Evaluation 0 102-0135-06 Preparer / Date Checker / Date Reviewer & Approver / Date Rev. No.
Kevin Gantz Peter Barrett Edward Bird QUALITY ASSURANCE DOCUMENT This document has been prepared, checked, and reviewed/approved in accordance with the Quality Assurance requirements of 10CFR50 Appendix B, as specified in the MPR Quality Assurance Manual.
MPR-QA Form QA-3.1-1, Rev. 1 Z17 Page 1 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
- M P R 320 King Street Alexandria, VA 22314 RECORD OF REVISIONS Calculation No. Prepared By Checked By Page: 2 0102-0135-06 Revision Affected Pages Description 0 All Initial Issue Note: The revision number found on each individualpage of the calculationcarries the revision level of the calculation in effect at the time that page was last revised.
MPR QA Form QA-3.1-2, Rev. 0 Z17 Page 2 of 46
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
INM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 3 0102-0135-06 Revision: 0 Table of Contents 1.0 Introduction...................................................................................................... 5 1.1 Background ............................................................................ ............................... 5 1.2 P urp o se ......................................................................................................................... 5 2.0 Sum m ary of Results and Conclusions........................................................... 5 3.0 Methodology ...................................................................................................... 6 4.0 Design Inputs .................................................................................................... 6 4.1 Reactor Building Description ................................................................................ 6 4.2 Extent of Delam inated Condition ............................................................................ 7 4.3 Original Containm ent Building Post-Tensioning .................................................. 8 4.4 Global Finite Element M odel ................................................................................ 8 4 .5 L oad in g ......................................................................................................................... 8 4.5.1 Dead Load and Live Load .............................................................................. 8 4.5.2 Soil Pressure ...................................................................................................... 10 4.5.3 TendonPost-Tension ................................................................................... 10 4.5.4 Thermal Loads ............................................................................................. 11 4.5.5 Accident Pressure Load ............................................................................... 11 4.6 Load Combinations .............................................................................................. 12 4.6.1 Load History ................................................................................................ 12 4.6.2 Design Basis Load Cases ............................................................................ 13 5.0 Assum ptions.................................................................................................... 13 6.0 Computer Codes............................................................................................. 14 7.0 Acceptance Criteria......................................................................................... 14 7.1.1 Detensioned State ........................................................................................ 14 7.1.2 Design Basis ................................................................................................ 15 MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 3 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
PR 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 4 0102-0135-06 Revision: 0 8.0 Stress Analysis Results .................................................................................. 16 8.1 Final Detensioned State Load Evaluation .............................................................. 17 8.1.1 Compressive Stress Evaluation ................................................................... 21 8.1.2 Tensile Stress Evaluation ............................................................................ 21 8.1.3 Shear Stress Evaluation ............................................................................... 28 8.2 Detensioning Sequence Evaluation ...................................................................... 28 8.3 Retensioned Containment Analysis ....................................................................... 32 8.3.1 Compressive Stress Evaluation ................................................................... 33 8.3.2 Tensile Stress Evaluation ............................................................................ 33 8.3.3 Shear Stress Evaluation ................................................................................. 37 9.0 Conclusions.................................................................................................... 43 10.0 References ...................................................................................................... 43 A DetensioningSequence ................................................................................ A-1 MPR GA Form: QA-3.1-3, Rev. 0 Z17 Page 4 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 5 0102-0135-06 Revision: 0
1.0 INTRODUCTION
1.1 Background A project is underway at Progress Energy's Crystal River Unit 3 (CR3) site to replace the steam generators. As part of that project, 10 vertical and 17 horizontal tendons were detensioned and an opening was cut into the concrete containment above the equipment hatch through the area of detensioned tendons. As this opening was being cut, cracking in the concrete wall was identified around the full periphery of the opening in the cylindrical plane of the wall. The cracking is located at the radius of the circumferential tensioning tendons, and is indicative of a delaminated condition. Progress Energy plans to remove the outer section of delaminated concrete and replace it with new concrete.
1.2 Purpose This calculation identifies a tendon detensioning sequence that will be applied prior to removal and replacement of the delaminated concrete. The objective of detensioning additional tendons is to ensure that the new concrete will be sufficiently prestressed to react design basis loads without failing after the building is repaired and the detensioned tendons are retensioned. The number of tendons to detension and the detensioning sequence is identified. The stresses in the containment resulting from the identified detensioning sequence are evaluated.
2.0
SUMMARY
OF RESULTS AND CONCLUSIONS The detensioning sequence has been evaluated using finite element analysis to determine if stresses exceed acceptance criteria during detensioning. The adequacy of detensioning has been evaluated by performing a finite element stress analysis of the retensioned containment under two limiting design basis load cases. The results of the evaluations are as follows:
- At the final detensioned state, some stresses around the opening exceed the acceptance criteria and the concrete around the opening may experience cracking as a result.
" Stresses at the bottom of the Buttress adjacent to the SGR opening exceed acceptance criteria when an operating thermal gradient of 10°F is considered in conjunction with dead load and prestress at the detensioned state
" Stresses peak during intermediate steps in the detensioning sequence in two locations.
At all other locations, the highest stresses occur either before or at the end of detensioning. The stresses at these two locations do not exceed acceptance criteria.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 5 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
- M P R 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 6 0102-0135-06 Revision: 0 0 Stresses exceed acceptance criteria at the boundary of the SGR opening replacement plug and in some of the surrounding area under the 0.95D+Fa+1.5P+T, design basis load case both immediately upon return to service after steam generator replacement and at the 60 year end of life.
Stresses that exceed the acceptance criteria herein need to be justified before the detensioning sequence can be accepted.
3.0 METHODOLOGY The detensioning sequence is based on input from the following sources:
- 1. The original building tensioning sequence. The original building tensioning procedure was reviewed to identify the sequence used to post-tension the building during construction. Methodology from this procedure was considered as a basis for the present detensioning sequence.
- 2. Finite element analysis of the delaminated building. A global finite element model of the delaminated containment building has been developed. This model is used to evaluate concrete stresses during detensioning sequences and at the detensioned end state.
- 3. Finite element analysis of the hoop tendon conduits. A local finite element model of the concrete surrounding the hoop tendon conduits has been developed. This model is used to evaluate the principal stresses around the conduits for three combinations of vertical and hoop compression.
4.0 DESIGN INPUTS 4.1 Reactor Building Description Reference 1, Chapter 5.2, provides the following description of the Crystal River Containment.
The CR3 Reactor Building is a concrete structure with a cylindrical wall, a flat foundation mat, and a shallow dome roof. The foundation slab is reinforced with conventional mild-steel reinforcing. The cylindrical wall is prestressed with a post-tensioning system in the vertical and horizontal (hoop) directions. The dome roof is prestressed utilizing a three-way post-tensioning system. The inside surface of the reactor building is lined with a carbon steel liner to ensure a high degree of leak tightness during operating and accident conditions. Nominal liner plate thickness is 3/8 inch for the cylinder and dome and 1/4 inch for the base.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 6 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
P R 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 7 0102-0135-06 Revision: 0 The foundation mat is bearing on competent bearing material and is 12-1/2 feet thick with a 2 feet thick concrete slab above the bottom liner plate. The cylindrical portion of the containment building has an inside diameter of 130 feet, wall thickness of 3 feet 6 inches, and a height of 157 feet from the top of the foundation mat to the spring line. The shallow dome roof has a large radius of 110 feet, a transition radius of 20 feet 6 inches, and a thickness of 3 feet.
4.2 Extent of Delaminated Condition The containment delamination extends over most of the cylindrical portion of the containment around the Steam Generator Replaceinent (SGR) opening between buttresses 3 and 4. This is the area bounded by buttresses 3 and 4 laterally and between the thickened wall around the equipment hatch and elevation 240' vertically. Figure 4-1 shows the extent of condition schematically.
SGR Opening Buttress 3 Buttress 4 Figure 4-1. CR3 Containment Delamination (not to scale, Reference 10)
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 7 of 46
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 8 0102-0135-06 Revision: 0 4.3 OriginalContainmentBuilding Post-Tensioning The design inputs used to establish the original building post-tensioning sequence are listed below:
" Letter from Prescon Corporation (Mr. Thomas Scanlan) to Gilbert Associates (Mr. Steven Dubroff),
Subject:
Crystal River #3 Tendon Stressing Procedure, August 19, 1974 - This letter forwards the Gilbert approved tendon prestressing procedure. The purpose of the letter was to forward the procedure to Gilbert for distribution, review, and approval by Crystal River Unit 3 personnel. The procedure had been previously forwarded to Gilbert with a Prescon letter dated August 16, 1974.
The procedure had been approved by Gilbert in their letter dated August 16, 1974.
- As-Built Tendon Prestressing Log - This document is a handwritten log that gives the actual sequence used to prestress the tendons. The date tendons were prestressed is also provided.
" FPC Calculation S-95-0082, Revision 1 - This calculation provides a review of the As-Built Tendon Prestressing Log. This calculation documents the sequence used to install the tendons based on the log.
4.4 Global Finite Element Model Reference 11 provides a detailed description of the global finite element model used for the detensioning analyses, including model geometry, material properties, and boundary conditions.
4.5 Loading The following loads are considered for the tendon detensioning analyses.
4.5.1 Dead Load and Live Load The dead load is composed of the weight of the containment structure as well as the permanent structures interior to the containment. The live load represents the variable weight load on the containment. The weight of the concrete cylinder and all other modeled components is accounted for by applying the material density (defined in Reference 11) to each material and imposing a gravitational force on the model. The load from equipment and structures internal to the containment is modeled as a downward pressure on the top surface of the slab. The pressure is distributed over concentric circular areas on the slab. The applied pressure and the bounds of the circle/ring are provided in Table 4-3, and were taken from Reference 12, pages 6 and 7 and were rounded to the nearest element boundary location in the model.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 8 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 9 0102-0135-06 Revision: 0 Polar Crane dead loads have been applied as forces and moments to nodes on the ID of the containment wall above the equipment hatch. The magnitudes of the forces and moments were taken from Reference 13, page 73. The total dead load of the polar crane is 70.14 kips and the total moment from dead load is 275.82 ft-kips. The dead load and moment are distributed evenly between 8 wheels in total. Four of the wheels are 8.27 degrees from the axis of the crane track and the other four wheels are 15.55 degrees from the axis of the crane track (Reference 13, page 73). The polar crane bracket elevation is 240.557' (Reference 13, page 73). The finite element model is a half-symmetry model, so only four of the wheels can be modeled. Two wheels are above the SGR opening (between buttresses 3 and 4) and two wheels are on the opposite side of the building (between buttresses 1 and 6). This configuration was judged to be most limiting since it places additional compressive stress on the opening while the delamination and SGR opening are being repaired and will limit the amount of preload that can be put into the new concrete. The model does not have nodes in the exact location of the polar crane wheels, so the forces and moments are applied at the nearest node for the inner wheel and split evenly between the two nearest nodes for the outer wheel. The coordinates of the polar crane wheels and the coordinates of the nodes to which the crane dead load is applied are presented in Table 4-4.
The dead load of the retaining wall, which is not modeled, is accounted for by a 1 kip/in load around the circumference of the outer edge of the basemat.
Table 4-3. Dead and Live Load Applied Slab Pressure ID (ft) OD (ft) Pressure (psi) 0 74.7 76 74.7 127.2 14.6 137.1 147.1 12 MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 9 of 46
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- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 10 0102-0135-06 Revision: 0 Table 4-4. Polar Crane Dead Load and Node Locations (Wheels 1 and 2 are above the SGR opening and wheels 3 and 4 are on the opposite side of the building)
Crane Wheel Node Location Force Moment (Actual) (Model)
Wheel No. Ang. from Elev. Angle from Elev.
Sym. Plane Sym. Plane (lb,) (ft-lb,)
(deg) (ft) (deg) (ft) 14.54 240.3 4384 17239 1 15.55 240.6 16.62 240.3 4384 17239 2 8.27 240.6 8.31 240.3 8768 34478 14.54 240.3 4384 17239 3 15.55 240.6 16.62 240.3 4384 17239 4 8.27 240.6 8.31 240.3 8768 34478 4.5.2 Soil Pressure The support provided by the containment foundation is simulated in the model by adding soil springs to the model. The soil springs are modeled using surface elements on the entire bottom surface of the basemat with stiffness equal to the soil subgrade modulus. The subgrade modulus for the analysis is 395 lb/in 3 based on Figure 5-20 of Reference 1. The effects of any tensile spring loads when the containment is subject to design basis loads are evaluated to determine if the key results of the analysis are affected.
4.5.3 Tendon Post-Tension The pre-tension forces within the tendons at the time of SGR and at the 60 year end of plant life are specified in Reference 4. The results are summarized in Table 4-5 below. The level of tension is different based on the time period after initial tension, the tendon location, and the tendon orientation. The pre-tension forces in Table 4-5 are applied along the entire length of each tendon to represent the average tendon force along the tendon length. In actuality, the tendon tension throughout the tendon is different along the length due to frictional and other losses. The tensioning procedure requires first tensioning to 80% of the guaranteed ultimate tensile strength (GUTS) of the tendon, then relaxing to 70% GUTS. This procedure reduces the variance in the tension throughout the tendon, and when the variance of adjacent tendons are accounted for, the prestressing force along the containment wall is fairly constant.
MPR QA Form: OA-3.1-3, Rev. 0 Z17 Page 10 of 46
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P R 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 11 0102-0135-06 Revision: 0 Table 4-5. Tendon Tension Forces Vertical Hoop Dome Replaced Replaced Time Time btw. outside Replaced Existing Buttresses Buttresses Existing Existing 3&4 3&4 Returnto 1604 K/ 1437 K/ 1573 K/ 1573 K/ 1358 K/ 1371 K/
Service After tendon tendon tendon tendon tendon tendon SGR 60 Year End of Life 1534 K/ 1415 K/ 1493 K/ 1502 K/ 1328 K/ 1341 K/
tendon tendon tendon tendon tendon tendon Different tendon loads are applied at different times in the model. The tendon load sequence is described in Section 4.6.1.
4.5.4 Thermal Loads The ambient temperatures inside and outside of the containment wall with the SGR opening present, but with the liner replaced, have been measured. The difference in temperature was approximately 10°F (Reference 14). For the analyses, a 10'F temperature difference is applied across the containment wall at steady-state. The inside temperature of the containment is 70'F, a reasonable approximation to the measured values (Reference 14). The liner is assumed to be at the same temperature as the inside surface of the containment wall. This operating thermal gradient is only used to evaluate the detensioned condition when there is no fuel in the reactor.
No other operating thermal loads are applied to the containment wall in this analysis.
The accident temperature load is the design temperature of the liner (281 'F, Reference 2, page
- 35) and an average winter normal operating temperature applied to the containment wall. 66°F is the average temperature of the buttress, which is more conservative to use than the average temperature of the containment wall of 68'F, so the lower temperature is used for the entire containment (Reference 2, page 13).
4.5.5 Accident Pressure Load The accident pressure load is 55 psig in accordance with Reference 2, page 10. This load is applied as a pressure load in ANSYS to the inside surface of the containment.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 11 of 46
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P R 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 12 0102-0135-06 Revision: 0 4.6 Load Combinations Several load steps are evaluated in sequence to model the construction activities that occur in the containment during steam generator replacement. After the model reaches the point when SGR is complete and the concrete in the SGR opening has been replaced, two limiting design basis load cases are analyzed to evaluate the success of the detensioning sequence.
4.6.1 Load History In order to capture the stress state of the detensioned and repaired containment accurately, the model undergoes an incremental load history, representative of the loads and conditions observed during making and repairing the SGR opening and repairing the delaminated concrete. The load cases are described in order:
- 1. Normal Loading Conditions - The loads on the containment under normal shutdown conditions are applied. These loads include deadweight, equipment loads, and tendon tension (all tendons at the existing tendon load from Table 4-5). This load case is used to model the condition of the containment immediately before the steam generator replacement process is begun and to get a baseline for comparison of the stresses on the final repaired structure.
- 2. Tendons Through SGR Opening Detensioned - The vertical and horizontal tendons which pass through the steam generator replacement opening are completely detensioned.
- 3. SGR Opening Cut - The rectangular opening for the replacement steam generator installation is eliminated from the model using element "birth and death" options within ANSYS. Both the liner and the concrete plug are removed simultaneously.
- 4. Concrete Delaminates - The concrete wall surrounding the opening delaminates. The delaminated region is modeled by relaxing springs that previously joined the elements on each side of the delaminated surface location.
- 5. Liner is Replaced - The liner in the region of the SGR opening is replaced. This load step is performed by making the previously "dead" liner "alive" (i.e., restoring the liner).
- 6. Additional Tendons are Detensioned - Additional hoop and vertical tendons are detensioned to allow the replacement concrete to be prestressed during retensioning. The specific hoop and vertical tendons to be detensioned and the recommended detensioning sequence are discussed in Appendix A and are evaluated in Sections 8.1 and 8.2. This load step is evaluated with and without an operating thermal load (Section 4.5.4).
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 12 of 46
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- 7. Outer Delaminated Concrete Removed - The outer portion of concrete that has delaminated is removed to be replaced with new concrete. Delamination removal is performed using element "death" in ANSYS.
- 8. Replacement of Plug and Repair of Delamination - New concrete is placed to fill the SGR opening and the outer portion of the delaminated concrete, which had been previously removed. The concrete is replaced by making the previously "dead" elements in these regions "alive" in ANSYS. Note the new concrete elements are given different material properties than the existing concrete elements.
- 9. Complete Retensioning - All of the tendons that had been detensioned are now retensioned.
Immediately after the SGR opening is repaired and the concrete is allowed some time to cure, the' tendons are retensioned to the "replaced" values in Table 4-5.
- 10. Age Tendons to 60 Year End of Life - All of the tendons decrease in load to the end of life values specified in Table 4-5.
4.6.2 Design Basis Load Cases Two limiting design basis load cases are analyzed for the retensioned containment both at the return to service step after SGR opening repair (Step 9 from Section 4.6.1) and at the 60 year end of life (Step 10 from Section 4.6.1) to evaluate the success of detensioning. Scoping analyses indicate that out of the 5 controlling load combinations identified on page 19 of Reference 2, the following load case is the most controlling:
0.95D+Fa+1.5P+Ti where D is dead load, Fa is accident pretension force, P is accident pressure load, and Ta is accident temperature. Note that the increase in pretension force during accident conditions is accounted for in the model by applying the internal pressure load since the tendons are modeled explicitly (not with equivalent forces). This most limiting load case is evaluated at return to service and at end of life. In addition, the equivalent unfactored load case is evaluated as well.
This load case is:
0 0.95D+Fa+1.0P+Ta where terms are defined previously. Two cases are evaluated because there are different acceptance criteria for both load cases (see Section 7.0).
5.0 ASSUMPTIONS There are no assumptions in this calculation.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 13 of 46
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FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 14 0102-0135-06 Revision: 0 6.0 COMPUTER CODES This analysis was performed with the ANSYS general purpose finite element program, Version 11.0 SP 1. The analysis was performed on a Sun v40z server running the Suse Linux 9.0 operating system. The ANSYS installation verification is documented in QA-1 10-1.
7.0 ACCEPTANCE CRITERIA 7.1.1 Detensioned State The acceptance criteria for compressive membrane and membrane plus bending stresses during detensioning are 0.45f, and 0.60fc, respectively, based on Section 2605 of Reference 4. The stress limits are presented in Table 7-1. The detensioned state is a one-time maintenance state of stress, so it will not see significant creep or shrinkage load and the above limits are appropriate.
The term fc is the specified concrete compressive strength from Reference 15 for maintenance activities.
The acceptance criteria for concrete tensile membrane stress under factored loads, excluding thermal loads, is equal to 3Ff- based on Reference 1, Section 5.2.3.3.1. For membrane plus bending stresses, including stresses from thermal loads, the acceptance limit is 6jf in accordance with Reference 1, Section 5.2.3.3.1. The stress limits are presented in Table 7-1 for both replacement and existing concrete. Locations where concrete tensile stresses exceed the above limits are evaluated to determine if there is adequate reinforcement to carry the load.
Unreinforced concrete sections which are overstressed are compared to estimates of the actual cracking strength to deterihine if cracking is expected.
Table 7-1. Detensioned State Stress Acceptance Criteria Membrane + Membrane Membrane +
Compressive Bending Tension Bending Tension Concrete Type f. (psi) Limit, 0.45fc Compi Limit, L 3f-- Limit, 6 F.
(psi) (psi) (psi) (psi)
Existing - 6720 3024 4032 246 492 Detensioned State For reinforced concrete, which applies to most of the containment, the added strength provided by the steel reinforcement is considered in locations of high tensile stress. The load capacity of the containment wall in high stress locations under combined axial force and flexure is provided MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 14 of 46
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WMPR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 15 0102-0135-06 Revision: 0 in Reference 6 in the form of interaction diagrams. The interaction diagrams are used to determine whether the loads in a section can be reacted by the reinforcement without failure. An example of an interaction diagram is presented in Figure 7-1.
Linearized through section stresses are extracted from the finite element model and the results are evaluated against the acceptance criteria provided in this section. When using interaction diagrams to demonstrate stress acceptability, the extracted membrane and bending stresses are converted into a force and moment acting on the section.
Shear Stress limits will also be added.
,300o 2000-1000o-k 0--0
-1000 0 1000 2000 3000 Moment (ft*kip/fi Figure 7-1. Axial Force and Moment Interaction Diagram (a point to the left of the line is within the acceptable range of axial force and moment) 7.1.2 Design Basis The acceptance criteria for design basis evaluations is different depending on whether factored load combinations or design load combinations are evaluated. For design load combinations, membrane plus bending compressive stress is limited to 0.45fc in accordance with Reference 3, Section 2605. Membrane tensile stress is not permitted in accordance with Reference 1, Section 5.2.3.3.1. The stress limits are summarized in Table 7-2 for both existing and replacement concrete.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 15 of 46
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P R 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 16 0102-0135-06 Revision: 0 For factored load combinations, membrane plus bending compressive stress is limited to 0.85f, in accordance with Reference 3, Chapter 26. Membrane tensile stress is limited to 3f-- based on.
Reference 1, Section 5.2.3.3.1. For membrane plus bending stresses, including stresses from thermal loads, the acceptance limit is 6Vf- in accordance with Reference 1, Section 5.2.3.3.1.
The stress limits are summarized in Table 7-2 for both existing and replacement concrete.
Locations that exceed the tensile stress limits are evaluated to determine if adequate reinforcement is present.
Shear stress limits will also be added.
Table 7-2. Design Basis Load Combination Stress Acceptance Criteria Membrane+ Membrane Membrane +
C rBending Tp Tension Bending Tension icompressive Limit, (psi) Limit, (psi)
Limit, (psi)
Existing - Design 5000 2250 0 N/A Loads Replacement - 5000 2250 0 N/A Design Loads Existing - Factored 5000 4250 212 424 Loads Replacement - 5000 4250 212 424 Factored Loads 8.0 STRESS ANALYSIS RESULTS The detensioned containment configuration analyzed to demonstrate compliance with the acceptance criteria of Section 7.0 is described in detail in Appendix A to this calculation. The detensioned state has most of the hoop tendons between the top of the equipment hatch and the top of the delamination detensioned around the entire circumference of the containment, 32 total vertical tendons centered around the SGR opening detensioned, and zero dome tendons detensioned. This configuration was chosen based on the following:
0 Several tendons below the top of the equipment hatch and below the ring girder around the entire cylindrical containment are inaccessible or otherwise cannot be detensioned or retensioned.
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" More than 25 finite element cases with different detensioned end states were evaluated, and the above configuration was most favorable in terms of containment stresses and number of detensioned tendons, given that the tension in inaccessible tendons cannot be adjusted.
- Significant preload can be returned to the repaired concrete when tendons are retensioned.
" A local finite element model of the conduit shows that removing one set of either vertical or hoop tendons and not the other improves the local stresses as compared to when both sets of tendons are active (Reference 16).
In this section, the detensioned configuration described above is evaluated against the acceptance criteria, a detensioning sequence is presented and evaluated, and the retensioned state is analyzed for two limiting design basis load cases to evaluate the success of the proposed detensioning sequence.
8.1 FinalDetensioned State Load Evaluation The tension in the hoop and vertical tendons at the final detensioned state is illustrated in Figures 8-1 and 8-2. The figures show that the majority of the hoop tendons above the equipment hatch, and the vertical tendons in the bay of the SGR opening and part of the adjacent bays are detensioned. The dome tendons are not illustrated in the figure because they are modeled using equivalent forces as opposed to truss elements like the hoop and vertical tendons. All of the forces applied by the dome tendons are present in the model. Stress plots of the detensioned containment under dead load and prestress (Section 4.5) are presented in Figures 8-3 through 8-7.
Two models, one with the outside layer of the delamination present, and one with the outside layer removed were evaluated to determine the more limiting scenario. Higher tensile stresses resulted around the opening when the outside layer of concrete was removed, so these limiting results are used for the load evaluation in this section. With the exception of one location, stresses away from the opening were either nearly equal or lower when the delaminated layer is removed. Stresses at the bottom of the delamination are higher with the delaminated layer still attached. The high stresses in this configuration are addressed in Section 8.3. Note that the stresses are plotted in a cylindrical coordinate system in Figures 8-3 to 8-7 and the dome is not oriented cylindrically, so the stress contour plots of the dome are misleading.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 17 of 46
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320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 18 0102-0135-06 Revision: 0 ANSYS 11. OSPl JAN 7 2010 10:25:14 ELEMENT SOLUTION STEP-16 SUB =1 TIME=7 SMIS1 TOP DMX =1 987 SMN -24A853 SMX = 145E+07 24 853 161270 322564 483859 645153 806448
(( 967742 113E+07
- 1296+/-87
- 145E+07 Detenenored State - Vertical Tendons Figure 8-1. Vertical Tendon Tension (red tendons are tensioned, blue are detensioned)
ANSYS ll.0SPI JAN 7 2010 10:24:22 ELEMENT SOLUTION STEP 16 SOB =1 TIME=7 SMIS1 TOP DMX=1.987 0M --93994 SMX =.145E+07
-93994 77858 249710 421562 r-1593414 765266 937119
,111E+07 128E+07 Detensioned State - Hoop Tendons Figure 8-2. Hoop Tendon Tension (red tendons are tensioned, blue are detensioned)
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 18 of 46
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- M PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 19 0102-0135-06 Revision: 0 ANSYS ii 0SPI JAN 7 2010 10;29:36 NODALSOLUTION STEP=16 SUB =1 TIME=7 SY (AVG)
TOP RSYS=5 DMX =1.987 SMN =-4584 SMX =3726
-2200 m -1867
-1533
- 1200
-866.667
-533,333
[1 3 -2Q0 133. 333 466. 667 800 Detens-oied State - Hoop Stress Figure 8-3. Final Detensioned State - Hoop Stress Outside Containment ANSYS 11.0SP1 JAN 7 2010 10: 34:14 NODALSOLUTION STEP=106 SUB =S TIME=7 SY (AVG)
TOP RSYS=5 DMX =1.987 SMN =-45I4 SMX=72
-2200
-1867
-1533
-1200
-866 667
-533. 333
-200 133.333 466.667 800
[Detensioned State - Hoop Stress Figure 8-4. Final Detensioned State - Hoop Stress Inside Containment MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 19 of 46
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- MPR MPR Associates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 20 0102-0135-06 Revision: 0 ANSYS 110SPI JAN 7 2010 10:31:56 NODALSOLUTION STEP=16 SUP =1 TIME=7 Sz (AVG)
TOP RSYS=5 DMX=1.987 SMN=-3259 SMX =1402
- -2200
- -1867
-1533
-1200
-866.667
-533.333
-200 133. 333 466.667 800 Detensioned State - Vertical Stress Figure 8-5. Final Detensioned State - Vertical Stress Outside Containment ANSYS II1OSPI JAN 7 2010 10:33:39 NODALSOLUTION STEP=_6 SUB =1 TIME=7 Sz (AVG)
TOP RSYS=5 DMX=1.987 SMN=-3259 SMX=1402 I -2200
-1867
-1533
-1200
-66.667
-533. 333
- I -200 133.333 466. 667 Soo Detensioned State - Vertical Stress Figure 8-6. Final Detensioned State - Vertical Stress Inside Containment MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 20 of 46
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3MPRKing Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 21 0102-0135-06 Revision: 0 ANSYS l o0SPl JAN 7 2010 10: 44:04 NODAL SOLUTION STEP=16 SUB =1 TIME=7 SX (AVG)
TOP RSYS=5 DMX =1.987 SMN=-3920 SMX=1450
-100
- -55.556
-77. 778
.33.333
-11 1l1
- 33. 333 55.556 77.778 100 Detensioned State - Radial Stress Figure 8-7. Final Detensioned State - Radial Stress (areas in grey exceed the bounds of the contour plot) 8.1.1 Compressive Stress Evaluation All of the membrane compressive stresses in the concrete are less than the concrete compressive strength limit of 3024 psi and all of the membrane plus bending stresses are below 4032 psi, with the exception of some local stresses around the dome tendon anchor points. These local stresses are due to load and geometrical singularities at the dome tendon anchor points, and are not representative of the magnitude of actual compressive stresses on the containment. Additionally, these areas are highly reinforced to adequately support the tendon anchors. The compressive stresses in the containment are acceptable based on these observations.
8.1.2 Tensile Stress Evaluation The areas of high tensile stress in the containment are illustrated in Figures 8-8 and 8-9. All of the high stress areas occur in the cylindrical portion of the containment. Stresses in the dome were examined to ensure that there were no high tensile stresses which may exceed acceptance criteria. Linearized through-section stresses were extracted from the model through the high-stress areas, averaged over a span of several feet. The stress plots show some high stresses in the region of the equipment hatch, but these stresses were not evaluated explicitly. This region MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 21 of 46
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
WMPR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 22 0102-0135-06 Revision: 0 is highly reinforced, and the portion of the equipment hatch is not modeled in detail. It is included in the model for the purpose of including any stiffness in this region that would affect stresses near the SGR opening.
The membrane and bending stresses in the most limiting orientation (hoop or vertical) through the linearized stress sections are presented in Table 8-1. Two load cases are evaluated, one with dead load, prestress, and operating thermal temperature, and one with only dead load and prestress. The membrane and bending stresses are compared to the stress acceptance criteria of Section 7.0 in Table 8-1. Shear stresses are low in all of these locations.
ANSYS 11, SPI JAN 7 2010 11:14:15 NODAL SOLUTION STEP= 6 MsU -I Sections 1 and 2 TIME=7 91 (AvOW TOP DMX 1i.987 SMN -- 868.881 SMX -7857
)Sections 3 - 10 S-88.889 I22022 133. 333 I244.444 M5. 556 466, 667 II577. 778 Section 11 i 688.889 8oo Section 12 I-Section 14 Section 13 Detensioned State - lot Princioal 't:eee Figure 8-8. Locations of Linearized Stress Sections MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 22 of 46
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320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 23 0102-0135-06 Revision: 0 AllOYS 11.0sp1 JAN 7 2010 11 :16:46 NODALSOLUTION STEP-16 Sections 3 and 4 SUR -1 TIME=7 S1 (AVG)
TOP DXX :1.987 SMNl ~-86888O1 SMI =7857 200
)Sections 7 and 8 Figure 8-9. Locations of Linearized Stress Sections around the SGR Opening MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 23 of 46
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- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 24 0102-0135-06 Revision: 0 Table 8-1. Limiting Section Stresses - Detensioned State without Operating Thermal Gradient High Stress Stress Limit Meets Sect. Location Stress Reinforced? Corp. Direction (ps (psi) Crite Comp. (psi) (psi) Criteria?
End M -36 246 Yes 1 Ring Girder OD Yes Vertical M+B 348 492 Yes M -101 246 Yes 2 42" Wall OD Yes Vertical M+B 227 492 Yes M 339 246 No 3 Opening ID No M+13 MB488Hoop 492 Yes 1.8ft M 263 246 No 4 Opening, ID No Hoop Away M+B 417 492 Yes M 507 246 No 5 Opening ID No Hoop M+B 751 492 No Opening, 1.8 ft M 174 246 Yes 6 O g ID No Hoop Away M+B 241 492 Yes M 465 246 No 7 Opening ID No Hoop M+B 587 492 No Opening, 2.2 ft M 322 246 No 8 O g ID No Hoop Away M+B 437 492 Yes M 619 246 No 9 Opening ID No Hoop M+B 812 492 No No M Hoop 185 246 Yes 10 Opening, 2.2 ft ID Away M+B 223 492 Yes Bottom of M -187 246 Yes 11 OD No Vertical Delam. M+B 283 492 Yes Bottom of M -255 246 Yes 12 OD Yes Vertical Buttress M+B 675 492 No Yes M Vertical -575 246 Yes 13 42" wall next to OD Buttress M+B 230 492 Yes 42" wall below M -297 246 Yes 14 equip. hatch OD Yes M+B Vertical 473 492 Yes MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 24 of 46
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320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 25 0102-0135-06 Revision: 0 Table 8-2. Limiting Section Stresses - Detensioned State with Operating Thermal Gradient High Stress Stress Limit Meets Sect. Location Stress Reinforced? Comp. Direction (psi) (psi) Criteria?
End M -38 246 Yes 1 Ring Girder OD Yes Vertical M+B 353 492 Yes M -106 246 Yes 2 42" Wall OD Yes Vertical M+B 217 492 Yes M 399 246 No 3 Opening ID No Hoop M+B 456 492 Yes Opening, 1.8 ft ID No Hoop 309 246 No Away M+B . 369 492 Yes M 561 246 No 5 Opening ID No Hoop M+B 706 492 No M 223 246 Yes 6 Opening, 1.8 ft ID No Hoop Away M+B 265 492 Yes M 531 246 No 7 Opening ID No Hoop M+B 562 492 No M 368 246 No 8 Opening, 2.2 ft ID No Hoop Away M+B 392 492 Yes M 679 246 No 9 Opening ID No Hoop M+B 771 492 No 10 Opening, 2.2 ft ID No Hoop 185 246 Yes Away M+B 223 492 Yes Bottom of M -204 246 Yes 11 OD No Vertical Delam. M+B 333 492 Yes Bottom of M -228 246 Yes 12 OD Yes Vertical Buttress M+B 865 492 No 13 42" wall next to OD Yes M
- Vertical -571 246 Yes Buttress M+B 395 492 Yes Yes M Vertical -300 246 Yes 14 42" wall below OD equip. hatch M+B 616 492 No MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 25 of 46
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FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 26 0102-0135-06 Revision: 0 Some of the stresses reported in Table 8-1 exceed the acceptance criteria; however, some of these sections contain reinforcement for the purpose of reacting high tensile loads. The reinforcement is not included in the finite element model, so the load in the highly stressed areas is compared to the bending/tension interaction diagrams from Reference 6. The linearized membrane and bending stresses from Tables 8-1 and 8-2 are first converted to internal forces and moments using the following equations.
Force: F =aOmtc Moment: M = Orbt2 (Reference 7, page 42) 6 Where am is the membrane stress, Cab is the bending stress, and t, is the concrete wall thickness.
The membrane plus bending stresses in the reinforced concrete sections that exceed tensile stress limits are converted to the section force and moment in Table 8-3. These loads are plotted on the bending/tension interaction diagrams in Figures 8-10 and 8-11. Under dead load, prestress, and operating thermal load, the loads on the bottom of the buttresses adjacent to the SGR opening exceed the ultimate capacity of the section calculated based on ultimate strength design. Stresses in other reinforced concrete sections are acceptable for all detensioned state loading conditions.
Table 8-3. Calculation of Section Loads Membrane Bending Sect. Loc. Dir. Thermal? Stress' Stress t( Force Moment Meets (psi) (psi) (in) (kiplft) (ft-kiplft) Criteria?2 12 Buttress Vert. No -255 930 70 -214.2 759.5 Yes 12 Buttress Vert. Yes -228 1093 70 -191.5 892.6 No 14 Wall Vert. Yes -300 616 42 -151.2 181.1 Yes Notes: 1. A negative membrane stress is compressive.
- 2. See Figures 8-10 and 8-11.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 26 of 46
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320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 27 0102-0135-06 Revision: 0 300X 200 1000t
-1000 0 1000 2000 3000 4
Moment (fi *ipift;
- - Without Operating Thermal Gradient O - With Operating Then" Gradient Figure 8-10. Bending/Tension Interaction Diagram at the Bottom of the Buttress for Section 12.
A point to the left of the line is acceptable.
1500 500 00 00
-5ML
- 500 0 500 1000 1500 Moment 0t7fki) 0- With Operating Thermal Gradient Figure 8-11. Bending/Tension Interaction Diagram in the 42"-Thick Wall Below the Equipment Hatch for Section 12. A point to the left of the line is acceptable.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 27 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
P R 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 28 0102-0135-06 Revision: 0 The unreinforced wall around the steam generator opening has membrane and membrane plus bending tensile stresses which are in excess of the acceptance criteria for cases with and without operating thermal loads. The high stresses occur on the hoop direction on the bottom and top surfaces of the SGR opening. Approximately two feet away from the opening, stresses decrease in magnitude. At the centerline of the opening, these stresses away from the opening decrease below the membrane plus bending acceptance criteria, but exceed the membrane stress criteria.
Apart from the centerline of the opening, the stresses 2 feet away from the opening decrease below all tensile stress acceptance criteria. Based on these observations, cracking is expected to occur around the opening. The distance that the crack might continue away from the opening has not been analyzed at this time.
8.1.3 Shear Stress Evaluation Shear stress evaluation will be added.
8.2 DetensioningSequence Evaluation The recommended detensioning sequence to reach the final state evaluated in Section 8.1 is described in Appendix A. In this sequence, the hoop tendons are detensioned in conjunction with vertical tendons. The detensioning sequence is timed so that the vertical and hoop tendons finish retensioning at the same time. Since there are far fewer vertical tendons than hoop tendons, the time allotted for detensioning a vertical tendon is much longer than the time allotted to detension a hoop tendon.
The detensioning sequence was modeled at 9 intermediate steps in order to evaluate if an intermediate state of stress exists during the detensioning sequence that is worse than the state prior to detensioning or the final detensioned state. The intermediate steps are described in Table 8-4. Step 1 in Table 8-4 describes the state between steps 5 and 6 from Section 4.6.1. Stress contour plots were examined at each step and the limiting stress locations identified in Section 8.1 were confirmed to be the limiting stress locations at every step. The membrane and membrane plus bending stresses at each location are plotted at each step in Figures 8-12 and 8-13. Sections 2 and 11 reach a peak stress prior to reaching the final state. At Section 11, the peak stress occurs in step 8 and in Section 2 the peak stress occurs in step 2.
In Section 11, the peak membrane plus bending stress is 418 psi tensile, compared to 357 psi tensile at the final detensioned state. This stress is less than the acceptance criteria of 492 psi and is acceptable. A more detailed detensioning analysis was performed before and after detensioning step 8 to ensure that step 8 created the highest peak stress at this location. Note that the stress is higher than the stress reported in Table 8-1. The reason for the difference is that the delaminated layer is still attached in the detensioning sequence evaluation, but has been removed MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 28 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
P R 320 King Street
- M Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 29 0102-0135-06 Revision: 0 in the final detensioned state analysis in Section 8.1. This was the only location where significantly higher stresses resulted prior to removing the outer delaminated layer.
In Section 2, the peak membrane plus bending stress is 545 psi in step 2 compared to 514 psi in step 1. The membrane plus bending stress exceeds the acceptance criteria of 492 psi. However, the section has reinforcement. The stress in the section at step 2 is converted into a force and a moment in the section following the equations presented in Section 8.1 and the results are compared to the bending/tension interaction diagram in Table 8-5 and Figure 8-14, respectively.
Based on these results, the detensioning sequence is acceptable. Additionally, since the highest stress state is at the beginning or end of the detensioning sequence, with the exception of one location, slight deviations from the sequence should not cause an unacceptable stress state.
MPR QA Form: OA-3.1-3, Rev. 0 Z17 Page 29 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 30 0102-0135-06 Revision: 0 Table 8-4. Modeled Detensioning Sequence Steps 3
Sequence No. Detensioned Hoop Tendons1,2 Detensioned TendonsVertical Only those that pass through the SGR Only those that pass through opening. the SGR opening.
Accessible odd-numbered tendons between odd-numbered buttress pairs, Tendons 23V2, 45V23, 34V22, 2 starting from the bottom up to the level and 34V3 29 tendons, inclusive.
Accessible odd-numbered tendons between odd-numbered buttress pairs, Tendons 34V18 and 34V7 starting from the level 31 tendons up to the level 43 tendons, inclusive.
Accessible odd-numbered tendons between even-numbered buttress pairs, Tendons 34V20, 34V5, 34V24 starting from the level 43 tendons down and 34V1 to the level 31 tendons, inclusive.
Accessible odd-numbered tendons between even-numbered buttress pairs, Tendons 23V4 and 45V21 starting from the level 29 tendons down to the bottom.
Accessible even-numbered tendons between odd-numbered buttress pairs, Tendons 23V3, 45V22, 34V23, starting from the bottom up to the level and 34V2 30 tendons, inclusive.
Accessible even-numbered tendons between odd-numbered buttress pairs, Tendons 34V19 and 34V6 starting from the level 32 tendons up to the level 44 tendons, inclusive.
Accessible even-numbered tendons 8 between even-numbered buttress pairs, Tendons 34V20 and 34V4 starting from the level 44 tendons down to the level 32 tendons, inclusive.
Accessible even-numbered tendons 9 between even-numbered buttress pairs, Tendons 23V1 and 34V24 starting from the level 30 tendons down to the bottom.
Notes: I. Odd-numbered buttress pairs are pairs 3-1, 1-5, and 5-3. Even-numbered buttress pairs are pairs 2-4, 4-6, and 6-2.
- 2. Hoop tendon numbers are identified in Florida Power Corporation Drawings S-425-005 through -
010.
- 3. Vertical tendon numbers are identified in Florida Power Corporation Drawing S-425-004.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 30 of 46
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 31 0102-0135-06 Revision: 0 1000 500 /
-U-- Sect 12 Sect 7
-I- Sect 3
-- Sect 3 0
-Sect 11
-A----- --- A~ --c-Soc 1 Sect 2 Sect
-100o "*Sects
-1500
-2000 0 1 2 3 4 5 6 7 10 tleteelonng Seq.- 0.
Figure 8-12. Detensioning Sequence Membrane Stresses (see Section 8.1 for Stress Section Definitions) 1000 1 50O
-Sect 12 5 0 -- Sect14
- Sect 13 Sect7
-S- sect 3
-- sect 11 j -500 -t-Sect
-Sect 2 sect 5
- -- sect 9
-1000
-1500 0 1 2 3 4 5 6 7 8 9 10 Detensloneng Sequence 0 Figure 8-13. Detensioning Sequence Membrane + Bending Stresses (see Section 8.1 for Stress Section Definitions)
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 31 of 46
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FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 32 0102-0135-06 Revision: 0 Table 8-5. Calculation of Loads at Section 2, Detensioning Step 2 Membrane Bending tr Force Moment Meets Sect. Loc. Dir. Stress' (psi)
Stress (psi)
(in) (kiplft) (ft-kiplft) Criteria? 2 2 42" Wall Vert. -325 870 42 -163.8 255.8 Yes Notes: 1. A negative membrane stress is compressive.
- 2. See Figure 8-14.
50 0
-300 0 500 1000 Moment fit*kipifl) 0 - Without Operating Thermal Gradient Figure 8-14. Bending/Tension Interaction Diagram for Stress Section 2 at Detensioning Step 2.
A point to the left of the line is acceptable.
8.3 Retensioned ContainmentAnalysis The success of the recommended detensioning sequence is evaluated by using the finite element model to analyze the retensioned containment under two limiting design basis load cases. As stated in Section 4.6.2, the two design basis cases are:
- 1. 0.95D+Fa +1.5P+Ta
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
- M PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 33 0102-0135-06 Revision: 0 The stress acceptance criteria for case 1 is provided in Table 7-2 identified for factored loads and the stress acceptance criteria for case 2 is provided in Table 7-2 identified for design loads. The load cases are applied to the model at both steps 9 and 10 from Section 4.6.1. These models correspond to the containment returned to service after steam generator replacement and at 60 years end of life, respectively.
8.3.1 Compressive Stress Evaluation All of the membrane plus bending compressive stresses in the concrete are less than the concrete compressive strength limit of 4250 psi for design basis load case 1 and below 2250 psi for design basis load case 2, with the exception of some local stresses around the dome tendon anchor points. These local stresses are due to load and geometrical singularities at the dome tendon anchor points, and are not representative of the magnitude of actual compressive stresses on the containment. Additionally, these areas are highly reinforced to adequately support the tendon anchors. The compressive stresses in the containment are acceptable based on these observations.
8.3.2 Tensile Stress Evaluation The areas of high tensile stress in the containment are illustrated in Figures 8-13 and 8-14. All of the high stress areas occur in the cylindrical portion of the containment. Stresses in the dome were examined to ensure that there were no high tensile stresses which may exceed acceptance criteria. Linearized through-section stresses were extracted from the model through the high-stress areas, averaged over a span of several feet. The stress plots show some high stresses in the region of the equipment hatch, but these stresses were not evaluated explicitly. This region is highly reinforced, and the portion of the equilpment hatch is not modeled in detail. It is included in the model for the purpose of including any stiffness in this region that would affect stresses near the SGR opening.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 33 of 46
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
M PR320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 34 0102-0135-06 Revision: 0 ANSYS 11 OSPI JAN 8 2010 12:44M23 NODAL SOLUTION STEP=16 SUB =1 TTIME=14 91 (AVG)
PowerGraphics EFACET=l
/ I ?e~bn7DM AVRE =1.655 S=Mat Section 1n o SMN -925.72 Section 9 SMX =7721 4I1-00
-22.222 I MM 55.556 Section 9 36666 T A i t133 .e333 ANSi. nil I I 288 ,889 I Secton 8"i 366 .1667 N 444 ,444 I I I *522.222 Thermal Accident + 1.5*Preseur__e _ _
Figure 8-13. Stress Sections for Design Basis Analysis of the Retensioned Containment
ANSYS II.0SPl JAN 8 2010 12:47.;00 NODAL SOLUTION STEP=1 6 SUB -1 TIME=1 4 S1 (AVG)
PowerGraphics EFACET=l AVRES=Mat Sects 3 and 15 *DMX =1.855 ects 4 and 14 =-925.72 SMX =7721 ects 5 and 1 -i00
- I
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 35 0102-0135-06 Revision: 0 Stresses at the surface between the replaced SGR opening plug and the surrounding concrete are extracted by summing the forces and moments on the top, bottom, and side of the plug and determining the average stress on each surface of the plug. The forces and moments on the plug were converted into membrane and bending stresses using the following equations:
Membrane Stress: .m=-F A
6M Bending Stress: crb = t6L (Reference 7, page 42)
Where cm and ab are the membrane and bending stresses, respectively, F is the force at the plug boundary, A is the area of the contact surface, M is the moment at the plug boundary, tc is the concrete wall thickness, and L is the width of the contact surface. The wall thickness, tc, is 42-inches at the plug, the opening side edge is 11.080 from the model symmetry plane, and the containment outer radius is 822.375 inches. Using these two values, L and A are calculated.
2 A = 7r(822.3752 -(822.375 - 42)2)x 11.080 = 6509in 3600 L-=,7822.375- 2x 11.080
___ -=155in 2 1800 The vertical membrane and membrane plus bending stresses on the bottom and top surfaces of the plug are calculated from the force and moment on the surfaces in Tables 8-6 and 8-7, respectively. The side surface was in significant compression for all load cases and is, therefore, not a critical area.
Table 8-6. Calculation of Membrane and Bending Stress on Plug Bottom Surface Load Case Force' Moment2 Membrane Stress' Bending Stress2 (kip) (ft-kip) (psi) (psi) 0.95D + Fa + 1OP + Ta, -1.7 N/A 0 N/A Return to Service 0.95D + Fa+ 1.5P + Ta, 1393 1079 214 284 Return to Service 0.95D + Fa + 1 0P + Tal, 228 N/A 35 N/A End of Life 0.95D + Fa + 1.5P + Ta, 1624 1153 249 304 End of Life Notes: I. A negative force/membrane stress is compressive.
- 2. Moments/bending stresses are only reported for the load combinations which have membrane plus bending acceptance criteria.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 35 of 46
PCHG-DESG Engineering Change 0000075218R0 MPR Associates, Inc.
M P R 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 36 0102-0135-06 Revision: 0 Table 8-7. Calculation of Membrane and Bending Stress on Plug Top Surface 1 2 Load Case Force1 Moment 2 Membrane Stress Bending Stress (kip) (ft-kip) (psi) (psi) 0.95D + Fa + 1.OP + Ta, -366 N/A -56 N/A Return to Service 0.95D + Fa+ 1.5P + Ta, 1015 1115 156 294 Return to Service 0.95D + Fa+ 1.0P + Ta, -117 N/A -18 N/A End of Life 0.95D + Fa+ 1.5P + Ta, 1265 1180 194 311 End of Life Notes: 1. A negative force/membrane stress is compressive.
- 2. Moments/bending stresses are only reported for the load combinations which have membrane plus bending acceptance criteria.
The membrane and bending stresses in the most limiting orientation (hoop or vertical) through the linearized stress sections are presented in Tables 8-8 though 8-11. Sections 16 and 17, which are not labeled in Figures 8-13 and 8-14, are the bottom surface and the top surface of the replaced SGR opening plug, respectively. The membrane and bending stresses are compared to the stress acceptance criteria of Section 7.0.
For the 0.95D+Fa+I.OP+Ta load case when the containment has just returned to service after steam generator replacement, all of the stresses meet the acceptance criteria. For the 0.95D+Fa+1.5P+Ta load case when the containment has just returned to service after steam generator replacement, tfiere are some stresses which do not meet acceptance criteria. The top and bottom surface of the SGR opening replacement plug, as well as the surrounding areas have tensile stresses in excess of the acceptance criteria. These high stresses are on the ID of the section where there is no reinforcing steel. The stresses in the body of the patch are more compressive than'the stresses at the edge, and are acceptable. The existing concrete outside of the patch has membrane plus bending tensile stresses which exceed acceptance criteria. Section 2, at the bottom of the containment, exceeds the membrane plus bending allowable stress. This area is reinforced on both the OD and the ID. The section is evaluated to the applicable bending/tension interaction diagram from Reference 6 in Table 8-12 and Figure 8-15.
For the 0.95D+Fa+I.OP+Ta load case at end of life, there is tensile membrane stress on the bottom surface of the SGR opening replacement plug, which does not meet the acceptance criteria. All other membrane stresses are compressive and meet the acceptance criteria. For the 0.95D+Fa+1.5P+Ta load case at end of life, the stresses on the top and bottom surface of the SGR opening replacement plug and the surrounding areas exceed the acceptance criteria Stresses are higher than the same load case at return to service after steam generator replacement and the MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 36 of 46
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P R 320 King Street
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8.3.3 Shear Stress Evaluation Shear stress evaluation will be added.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 37 of 46
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FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 38 0102-0135-06 Revision: 0 Table 8-8. Limiting Section Stresses - 0.95D+Fa+1.0P+Ta, Return to Service High Stress Stress Limit Meets Sect. Location Stress Reinforced? Camp. Direction (psi) (psi) Criteria?
End 1 42" Wall OD Yes M Vertical -235 0 Yes 2 Wall Above ID Yes M Vertical -334 0 Yes Basemat 3 42" Wal Above ID No M Vertical -126 0 Yes Patch 4 Top of Patch ID No M Vertical -157 0 Yes 5 Bottom of ID No M Vertical -154 0 Yes Patch 6 42" Wall Below ID No M Vertical -90 0 Yes Patch 7 42" Wall, Top OD Yes M Vertical -332 0 Yes of Delam.
8 42" Wall, Bot. OD Yes M Hoop -503 0 Yes of Delam.
9 42" Wall Top of OD Yes M Hoop -437 0 Yes Delam.
10 42" Wall Next OD Yes M Hoop -390 0 Yes 10____ to Buttress Middle of Yes 11___ Buttress ID No M Hoop -734 0 12 42" Wall Below ID No M Hoop -402 0 Yes Patch 13 Bottom of ID No M Hoop -664 0 Yes' Patch 14 Top of Patch ID No M Hoop -477 0 Yes 42" Wall Above 15 Patch ID No M Hoop -691 0 Yes Patch Bottom 16 Surface ID No M Hoop 0 0 Yes Patch Top ID No M Hoop -56 0 Yes 17 Surface MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 38 of 46
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FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 40 0102-0135-06 Revision: 0 Table 8-10. Limiting Section Stresses - 0.95D+Fa+I.OP+Ta, End of Life High Stress Stress Limit Meets Sect. Location Stress Reinforced? Comp. Direction (psi) (psi) Criteria?
End 1 42" Wall OD Yes M Vertical -218 0 Yes 2 Wall Above ID Yes M Vertical -319 0 Yes Basemat 3 42" Wall Above ID No M Vertical -84 0 Yes Patch 4 Top of Patch ID No M Vertical -118 0 Yes 5 Bottom of ID No M Vertical -117 0 Yes Patch 6 42" Wall Below ID No M Vertical -53 0 Yes Patch 7 42" Wall, Top OD Yes M Vertical -285 0 Yes of Delam.
8 42" Wall, Bot.
of Delam. OD Yes M Hoop -410 0 Yes 9 42" Wall Top of OD Yes M Hoop -366 0 Yes Delam.
10 42" Wall Next OD Yes M Hoop -354 0 Yes to Buttress Middle of Yes 11___ Buttress ID No M Hoop -702 0 12 42" Wall Below ID No M Hoop -296 0 Yes Patch _DNM Ho -26 0Y Bottom of 13 Patch ID No M Hoop -558 ,0 Yes 14 Top of Patch ID No M Hoop -371 0 Yes 15 42" Wall Above ID No M Hoop -583 0 Yes 15_ Patch Patch Bottom 16 SurBace ID No M Hoop 35 0 No Surface MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 40 of 46
PCHG-DESG Engineering Change 0000075218RO
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320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 41 0102-0135-06 Revision: 0 Table 8-11. Limiting Section Stresses - 0.95D+Fa+1.5P+Ta, End of Life High Stress Stress Limit Meets Sect. Location Stress Reinforced? Comp. Direction (psi) (psi) Criteria?
End 1 42" Wall OD Yes Vertical 17 212 Yes M+B Verticl 323 424 Yes 2 Wall Above ID Yes M Vertical -141 212 Yes Basemat M+B 947 424 No 42" Wall Above PachID No MBM Vertical 145 212 Yes Patch M+B 384 424 Yes 4 Top of Patch ID No M Vertical 103 212 Yes M+B 282 424 Yes Bottom of IDM 105 212 Yes Patch M+B 312 424 Yes 6 42" Wall PthIDBelow No M MB V Vertical 175 212 Yes Patch M+B 402 424 Yes 7 42" Wall, Top OD Yes M Vertical -51 212 Yes of Delam. M+B 222 424 Yes 8 42"of Wall, Bot. M Hoop 75 212 Yes Delam. OD Yes Hoop 347 424 Yes 9 42" Wall Top of OD Yes M Hoop -19 212 Yes Delam. M+B 243 424 Yes 42" Wall Next M H139 212 Yes 10 to Buttress OD Yes M+B Hoop 228 424 Yes Middle of M -412 212 Yes Buttress ID No M+B Hoop 207 424 Yes 12 42" Wall Below ID No M Hoop 190 212 Yes Patch IDNoM+B Hoop 592 424 No 13 Bottom of ID No M -72 212 Yes Patch M+B Hoop 103 424 Yes M 118 212 Yes 14 Top of Patch ID No M Hoop 443 42 No M+13 443 424 No 15 42" Wall Above ID No M Hoop -95 212 Yes Patch M+B1 42 424 Yes 16 Patch Bottom Surface ID M 249 212 No No M+B Hoop 553 424 No Patch Top ID No M Hoop 194 212 Yes 17 Surface M+B Hoop 505 424 No MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 41 of 46
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FOM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 42 0102-0135-06 Revision: 0 Table 8-12. Calculation of Loads at Section 2, Detensioning Step 2 Cond. Membrane Bending tc Force Moment Meets Sect. Loc. Dir. Stress' Stress (in) (kiplft) (ft-kipl) Criteria? 2 (psi) (psi) 2 WallAbove Ver Returnto -155 1073 42 -78.1 315 Yes Basemat Service 2 42" Wall Vert Endof -141 1088 42 -71.1 320 Yes Life Notes: 1. A negative membrane stress is compressive.
- 2. See Figure 8-15.
Figure 8-15. Bending/Tension Interaction Diagram for Stress Section 2 for the 0.95D+Fa+1.5P+Ta Load Case. Tension is on the ID, so the point is to the left of the Y-axis. A point to the left of the line is acceptable.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 42 of 46
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9.0 CONCLUSION
S The recommended sequence for detensioning the building to repair the SGR opening and delamination is presented in Appendix A. Stresses during the detensioning sequence have been analyzed. At the final detensioned state, some stresses around the opening exceed the acceptance criteria and, therefore, these areas around the opening may experience cracking as a result.
Additionally, stresses at the bottom of the Buttress adjacent to the SGR opening exceed acceptance criteria when an operating thermal gradient of 10°F is considered in conjunction with dead load and prestress. The retensioned state has been evaluated against the limiting design basis load cases. Stresses exceed acceptance criteria at the boundary of the SGR opening replacement plug and in some of the surrounding area.
10.0 REFERENCES
- 1. Final Safety Analysis Report, Progress Energy Florida, Crystal River 3, Revision 31.3.
- 2. Progress Energy, "Design Basis Document for the Containment," Revision 6.
- 3. ACI 318-63, "Building Code Requirements for Reinforced Concrete."
- 4. MPR Calculation 0102-0135-03, "Tendon Tension Calculation," Preliminary.
- 5. Not Used.
- 6. MPR Calculation 0102-0135-07, "Bending/Tension Interaction Diagrams for Selected Sections," Preliminary.
- 7. S. Timoshenko and S. Woinowsky-Krieger, Theory of Plates and Shells, 2 nd Ed., McGraw-Hill, 1959.
- 8. Not Used.
- 9. Not Used.
- 10. Progress Energy Drawing SK-74801-2, Sheet 4, "Buttress 3 to 4 Figure," Draft.
- 11. MPR Calculation 0102-0135-04, "Finite Element Model Description," Preliminary.
- 12. Gilbert Associates Inc. Calculation 1.01.19.
- 13. Sargent & Lundy Calculation S06-0005, "Containment Shell Analysis for Steam Generator Replacement - Shell Evaluation During Replacement Activities," Revision 0.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 43 of 46
PCHG-DESG Engineering Change 0000075218RO MPRAssociates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 44 0102-0135-06 Revision: 0
- 15. MPR Calculation 0102-0135-02, "Concrete Modulus of Elasticity and Minimum Compressive Strength," Preliminary.
- 16. MPR Calculation 0102-0135-05, Preliminary.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 44 of 46
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FIM PR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: A-i 0102-0135-06 Revision: 0 A
Detensioning Sequence The hoop tendons that will be detensioned are as follows. The hoop tendon numbers are identified in Florida Power Corporation Drawings S-425-005 through -010.
Group 13 Tendons: 13H20 through 13H44 Group 42 Tendons: 42H 17 through 42H44 Group 53 Tendons: 53H17 through 53H44 Group 64 Tendons: 64H20 through 64H44 Group 51 Tendons: 51H23 through 51H44 Group 62 Tendons: 62H23 through 62H44 The 53H27 through 53H35 tendons, as well as the 42H27 through 42H34 tendons have already been detensioned as part of the steam generator replacement effort.
The hoop tendons will be detensioned in the following manner:
- 1. The odd-numbered Group 13, 51, and 53 tendons will be detensioned from the bottom up to the top. Hoop tendons of the same number (i.e., 13H25, 51H25, and 53H25) are detensioned at the same time to reduce imbalanced loads on the buttresses.
- 2. The odd-numbered Group 42, 64, and 62 tendons will be detensioned from the top down to the bottom. Hoop tendons of the same number (i.e., 42H25, 64H25, and 62H25) are detensioned at the same time to reduce imbalanced loads on the buttresses.
- 3. The even-numbered Group 13, 51, and 53 tendons will be detensioned from the bottom up to the top. Hoop tendons of the same number (i.e., 13H24, 51H24, and 53H24) are detensioned at the same time to reduce imbalanced loads on the buttresses.
- 4. The even-numbered Group 42, 64, and 62 tendons will be detensioned from the top down to the bottom. Hoop tendons of the same number (i.e., 42H24, 64H24, and 62H24) are detensioned at the same time to reduce imbalanced loads on the buttresses.
MPR QA Form: QA-3.1-3, Rev. 0 Z17 Page 45 of 46
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
WMP R 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: A-2 0102-0135-06 Revision: 0 The vertical tendons will be detensioned in groups of two symmetrical tendons about the SGR opening centerline. The vertical tendon removal will be interleaved within the hoop tendon removal sequence. The vertical tendon numbers can be found in Florida Power Corporation Drawing S-425-004.
- 1. 23V2 and 45V23
- 2. 34V22 and 34V3
- 3. 34V18 and 34V7
- 4. 34V20 and 34V5
- 5. 34V24 and 34V1
- 6. 23V4 and 45V21
- 7. 23V3 and 45V22
- 8. 34V23 and 34V22
- 9. 34V19 and 34V6
- 10. 34V20 and 34V4
PCHG-DESG Engineering Change 0000075218R0 Roof Evaluation for EC 75218:
The following show partial views of the roof structural drawings. These show the current scope of beam/roof removal. The current plane is to design a "plug" that will fit inside the removed section of roof to provide a weather and security barrier in between the detension and retensioning phase of the project. The evaluation of the temporary condition is based on inspection of the FSAR, Design Basis Documents (DBD) and existing calculations. This evaluation follows the sketches Remove 5:8' I -, ,V-0, 1 3:9, 5.,-, 5"9, ift these beams ~~tT.I__ _____ ___ _ ___SLNEA\
ive-v -7i I.,
--- t.vri7 1A~M
-_ _ -7 I -= i 6 0 Ik-
-S*EE OFT IL;*° - &9 1A W6 If- J L;,' -4 Remove IL I these beams VarBm. 84FWIN PURLIMS M)
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-I IZW2 118.0 IKW
.6.2 - A14 3JO t I.0O.V I K' a-.2, a- ------
SI, IN Rff PL4N TOTO=STL&&V!4N UNLES5'NOTED Partial Roof Drawing 521-102 Z18 Page 1 of 6
PCHG-DESG Engineering Change 0000075218RO Partial Roof Drawing 522-003 (T.O.S. El 167'-6")
Z18 Page 2 of 6
PCHG-DESG Engineering Change 0000075218RO N
A M4 .45 A
0 a
Partial Roof Drawing 522-012 (T.O.S. El 167'-6")
Z18 Page 3 of 6
PCHG-DESG Engineering Change 0000075218R0 The correct classification for the Auxiliary Building roofs is not clear. The FSAR states that the Auxiliary Building is a Class I structure except for the steel supporting the roof. By default the FSAR states that the roofs are then Class III structures. The DBDs (Tab 1/3 for Class I and Tab 1/5 for Class Ill) are also not clear in the classification of these roofs and how to apply the loading. Per above, the FSAR seems to indicate the roof steel is Class Ill. For Class Ill structures the seismic loading is per the local building code. The Florida building code does not included seismic loading. However, the FSAR, Section 5.4.3.2.2.b, states the roof of the Auxiliary Building was designed considering seismic loads but not tornado missile loads. By inspection, the metal building portions of the Auxiliary Building (including the roof) are not designed for tornado winds.
A review of the existing calculations show the major loading for the roof purlins (main support element for the decking) is designed for dead loads, live loads and wind loads. Axial loading from wind or seismic loading only applies to the lateral support members (truss and chord members). Removal of the roof decking and purlins will not affect wind or seismic loading on any other steel member as long as the member is not part of the lateral load path. As long as the only members removed are the purlins or other small bracing members then prevention of seismic falldown is assured and the FSAR statement remains valid.
Inspection of the steel drawings (above) shows that this is the case in that only purlins or small brace members are being removed. No steel is removed from the lateral load path.
From Gilbert Calculation 2.01.15, Page 2, the following roof loading is presented. This roof loading was applied as a bounding load to the "typical" 10WF21 purlin (at the 200' roof)
-CT- *%..kfl-?'V"tr CT'1. .
This shows an applied dead load of 40 psf and Live Load of 20psf with a maximum wind uplift of 65 psf. As stated above there is no seismic component for purlins. However, the DBD (Tab 1/3) shows a required Live Load of 30psf. The maximum load is then either 65 psf uplift or 70 psf downward load (DL+LL). With the plug in place there is no additional load. However, with the plug pulled back and stored on the adjacent steel the dead load would essentially double. There is no increase in live load. The following shows the bounded calculation for a standard purlin.
Z18 Page 4 of 6
PCHG-DESG Engineering Change 0000075218RO For the 200' roof (as shown on Drawing 522-102), a typical purlin is a 1OWF21. Using the loading criteria above need to verify that that the adjacent purlins are adequate for taking the additional loads of the roof plug in the open condition. Wind load and live loads will not change. The dead loads for any adjacent purlins are assumed to be doubled.
Apply the following:
DL= 2(40) = 80 psf LL= 30 psf Total= 110 psf Contributory area = 5.67' Applied = 110 psf (5.67') = 0.62 k/ft Length = 17' End Reaction = 0.62 k/ft (17') /2 = 5.3 k Moment = 0.62 k/ft (17')2 /8 = 22.4 k-ft fb = M/S = (22.4 k-ft)(12in/ft) / 21.5 in3 = 12.5 ksi (Use AISC, 6 th Edition to obtain beam properties)
Fb = 0.6(36 ksi) = 21.6 ksi > fb okay Adjacent purlins are considered acceptable for additional dead load of roof plug Check 12WF27 for revised loading from temporary plug P1 P2 5.67' 5.67' 5.67' 17' P1= Load from two purlins. One purlin with original end reaction and one with increased reaction. Original design end reaction is 3.1k per Gilbert Calculations P1 = 3.1 k + 5.3 k = 8.4kkA.. '
P2 = P1 (conservative)
End Reaction = [(5.67')(8.4 k) + (11.33')(8.4 k)]/17' = 8.4k .
(neglect beam weight)
Moment = (8.4 k)(5.67') + (3.1k)(5.67'/2) = 56.4 k-ft -*
fb = M/S = (56.4 k-ft)(12in/ft) / 34.1 in3 = 19.9 ksi -.
Fb 0.66(36 ksi) = 23.8 ksi ,
NOTE: Per the Gilbert Calculations (partial Page 12 shown . . C here) this beam is also part of the lateral wind/seismic '= . \ . ,
restraint system and has an axial load. Axial stress, per -L. _
-A.. "
calculation is: . o,* . .
Fa = 2.21 ksi, Fa= 24.7 ksi Interaction = 2.21 / 24.7 + 19.9 / 23.8 = 0.93 < 1.0 okay Z18 Page 5 of 6
PCHG-DESG Engineering Change 0000075218RO Removal of the beams identified above does not change the seismic or wind resistance of the overall roof system. The removed members are not part of the analyzed load path for the lateral bracing loads. Will there is a removed 1OWF21 on Column-Line 304C the Design Basis calculations took no credit for this steel taking axial loads. The main wind-force-resistance-structure (and in the case of this roof system, the seismic loading) consists of the diagonal truss members and deeper 18WF and 24WF members.
Conclude the temporary removal of the roof at El. 200'-4" is acceptable and staging a temporary roof "plug" on adjacent roof areas is acceptable.
For the 167'-6" roof (as shown on 522-012 and 522-003), a typical purlin is a 12WF27. Using the loading criteria above need to verify that that the adjacent purlins are adequate for taking the additional loads of the roof plug in the open condition. Wind load and live loads will not change. The dead loads for any adjacent purlins are assumed to be doubled.
Typ. Purlin Check Adjacent 12WF27: 12WF27 DL= 2(40) = 80 psf G /
LL= 30 psf .
Total= 110 psf _'-' -
Contributory area = 5.83' Applied = 110 psf (5.83') = 0.64 k/ft 1k?
Length = 23'-3" -"
End Reaction = 0.64 k/ft (23.25') /2 = 7.4kk1 Moment = 0.64 k/ft (23.25')2 /8 = 43.2 k-ft , 0.- j 3
fb = M/S = (43.2 k-ft)(12in/ft) / 34.1 in =
15.2 ksi Fb = 0.6(36 ksi) = 21.6 ksi > fb okay
-6 7A__,--,
Adjacent purlins are considered acceptable
- for additional dead load of roof plug Check 16WF36 for revised loading from temporary plug DL= 2(40) = 80 psf LL= 30 psf Total= 110 psf Contributory area = (3.83'+5.83')/2 = 4.83' Applied = 110 psf (4.83') = 0.53 k/ft S for 16WF > S for 12WF therefore acceptable by comparison" Adjacent 16WF is considered acceptable for additional dead load of roof plug Removal of the beams identified above does not change the seismic or wind resistance of the overall roof system. The removed members are not part of the analyzed load path for the lateral bracing loads.
Conclude the temporary removal of the roof at El. 167'-6" is acceptable and staging a temporary roof "plug" on adjacent roof areas is acceptable.
Z18 Page 6 of 6
Engineering Change 0000075218R0 PCHG-DESG 0151" O.D.
2
-014-1-011 2 'D' (I TYYLZZ;i
- 5,,J STYLE LOWER #1 VERTICAL 8 STYLE #2 2 HOOP, DOME &
UPPER VERTICAL MASTER COPY INITIAL tg*., -1p MATERIAL: NEOPRENE OR NITRILE BASE RUBBER REF: DRAWING 5EX7-003 A-09C Rev. A 60 - DUROMETER DRAWING 5EX7-003 A-09D Rev. A Page 1 of I Z19
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR Progress Energy Florida Rev. 3 Portmann, Rick Prepared By: I am the author of this document.
2010.01.18 07:00:39 -05:00"_ý Rick Portmarn Date:
Holliday. John Reviewed By 2\
Reviewed By: 2010.01.18 07:55:52 -05'00'2'.z :
John Holliday Date:
Ortalan, Emin Approved By: Supervisor Approval jA 2010.01.18 08:53:39 -0500-0 Date:
Emin Ortalan Z20R0 Page 1 of 15
PCHG-DESG Engineering Change 0000075218RO Progress Energy Florida CONTAINMIENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATITON AND DELAMNATI1ON REPAIR TABLE OF CONTENTS Page 1.0 P U R PO SE ....................................................................................................................................... 1 2.0 B A C K GR OU N D ............................................................................................................................. 1 3.0 APPLICABLE CODE EDITION, ADDENDA AND CODE CASES ................................ 2 4.0 M A T ER IAL .................................................................................................................................... 2 5.0 REMOVAL AND INSTALLATION/REPAIR OF THE LINER PLATE ........................... 3 6.0 EXAMINATION AND TESTING .......................................................................................... 4 7.0 PRE SSURE TESTING ........................................................................................................ 7 8.0 PROTECTIVE COATING SYSTEM .................................................................................... 8 9.0 SUPPORT OF LINER DURING CONCRETE PLACEMENT ........................... 8 10.0 IIANDLING, STORAGE AND SHIPPING REQUIREMENTS ......................................... 8 11.0 RECORD S AND REPORTS .................................................................................................... 9 12.0 INTERFACE REQUIREMENTS ........................................................................................... 9 13.0 R E FE R EN C ES ............................................................................................................................. 10 14.0 B IB LIOG R A PH Y ......................................................................................................................... 12 TC-1 Z20R0 Page 2 of 15
PCHG-DESG Engineering Change 0000075218R0 Progress Energy Florida CONTAINMENT LINER IWE REPAIR PLAN, FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR REVISION
SUMMARY
REVISION DESCRIPTION 0 INITIAL ISSUE 1 ADDED EXCEPTION IN SECTION 3.1.
ADDED REFERENCE TO IWA-4200 IN SECTION 3.2.
CHANGED REFERENCE 13.1 TO 13.15 IN SECTION 7.1 DELETED REFERENCE TO NRC IN SECTION 11.3.
ADDED REFERENCE 13.28.
2 REVISED SECTION 6.7, PAGE 9 TO CHANGE 6" TO 3" AND ADDED WELD REPAIR OF HOLES FOR LIFTING LUG 3 REVISED PLAN TO INCLUDE THE CONTAINMENT DELAMINATION REPAIR ACTIVITIES TC-2 Z20R0 Page 3 of 15
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 1.0 PURPOSE 1.1 The purpose of this IWE Repair/Replacement plan is to identify essential requirements pertaining to the cutting, removal, handling and reinstallation of the containment liner plate and the installation and subsequent removal of temporary attachments to the liner or stiffener angles in support of the Steam Generator Replacement (SGR) Project. This Repair/Replacement plan also applies to the subsequent Containment delamination (Reference AR 358724) repair at Crystal River 3 (CR3). The repair/replacement plan implements the requirements of ASME B&PV Code, Section XM,Subsection IWE (Reference 13.5), and the Crystal River Unit 3 Repair and Replacement Program, NEP 229 (Reference 13.16).
1.2 This repair plan covers the following SGR and Containment delamination repair project activities: Initial coating inspection, welding of temporary attachments, liner cutting, welding to restore liner plate and stiffeners, attachment of form ties, nondestructive weld examination, removal of temporary attachments, coating repairs, and system pressure test.
2.0 BACKGROUND
2.1 Steam Generator Replacement (SGR) at Crystal River 3 (CR3) will require creation of an access opening through the containment shell to facilitate removal of the existing generators and installation of new ones. Creation of this Reactor Building access opening requires the removal of the Reactor Building wall concrete and the pressure boundary steel liner. Creation of the access opening will commence in Mode 5 with the hydrodemolition of the concrete within the boundaries of the opening. After the Unit is defueled (No Mode) the exposed liner plate will be cut and removed, thus creating the access opening. Related activities may include installing temporary anchorages to the concrete containment liner. The SGR activities are conducted in accordance with Engineering design change (EC) 63016 (Reference 13.23). While creating an opening (approximately 23' by 27') in the containment building wall to support the steam generator replacement project a gap (delamination) in the concrete was Page I of 12 Z20R0 Page 4 of 15
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR discovered. 'Ile delamination is in close proximity to horizontal tendons. llis gap was not anticipated and based on industry operating experience, other similar projects have not encountered the same condition. The repair of the subsequent Containment delamination are conducted in accordance with Engineering design changes (EC's) 75218 (Reference 13.29), 75219 (Reference 13.30), 75220 (Reference 13.31), and 7522 1(Reference 13.32).
3.0 APPLICABLE CODE EDITION, ADDENDA, AND CODE CASES 3.1 The 2001 Edition with addenda up to and including the 2003 Addenda of ASME Section XI will be used for repair/replacement activities applicable to Subsection IWE, except as noted in Section 3.2.
3.2 Except as noted hereinafter, items to be used for liner and containment repair/replacement activities will meet the following original construction codes as applicable. In accordance with ASME Section X), Article IWA-4200. The materials, details of fabrication, welding and workmanship will conform to the requirements of the 1965 Edition of the ASME B&PV Code, Section 111, Subsection B, "Nuclear Vessels Code for Class B Vessels" (Reference 13.2) and American Standard ASAN 6.2.-1965, "Safety Standard for Design, Fabrication and Maintenance of Steel Containment Structures for Stationary Nuclear Power Reactors" (Reference 13.6).
4.0 MATERIAL 4.1 'llTc 3/8" thick steel liner plate conforms to ASTM A 283, Grade C with a minimum of 0.2% Cu (Reference 13.27), which has a PI material grouping per ASME Section IX (Reference 13.4). Replacement material, if required to repair liner damage, will conform to the current edition of the same standard. EC 63016 provides the reconciliation, as required by ASME Section XI, Paragraph IWA-4224.1, for use of the later edition of the standard.
4.2 Stiffener angles conform to ASTM A 36 (Reference 13.12) or ASME (Reference 13.1) SA 36, "Specification for Structural Steel". Replacement material, if required to repair damaged angles, and plate used to reconnect angles Page 2 of 12 Z20RO Page 5 of 15
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT LINER IWE REPAIR PLAN FOR TlE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR (per Drawing 421-35 1, Reference 13.25) will conform to the current edition of tie same standards. EC 63016 provides the reconciliation, as required by ASME Section XI, Paragraph IWA-4224. 1, for use of the later edition of the standards.
4.3 Certificates of compliance or typical certificates of analyses for the weld rod or weld filler metal for the main liner welds are acceptable and will be maintained in accordance with Section 11 of this plan.
4.4 Welding filler material for stiffener welds, liner seam welds, repair welds and temporary attachment welds will be made using E7018 material. This material will be procured and controlled in accordance with the applicable CR3 procedures and will be traceable to purchase orders.
5.0 REMOVAL AND INSTALLATION/REPAIR OF THE LINER PLATE (EC 63016) 5.1 'Ihe steel liner plate cutting process will not be initiated prior to completion of Reactor Vessel fuel off-load and plant entry into No Mode.
5.2 Welding and weld repair activities will be performed in accordance with the Progress Energy Corporate Welding Manual (Reference 13.18) and ASME Section III (Reference 13.2).
- The qualification of welding procedures and welders will be in accordance with the Progress Energy Corporate Welding Manual.
- Weld examination requirements are reconciled in ECED 70586 (Reference 13.24) as required by ASME Section XI, Paragraphs IWA-4221(c) and IWA-441 l(a).
5.3 Weld details for welded attachment to the liner for rigging requirements and alignment are provided in CBI Drawing ER-4 (Reference 13.26).
5.4 When the liner section is reinstalled, the edges of the plates to be welded together will be aligned to ensure that the offset of the butt joint does not exceed 25% of the plate thickness.
5.5 Metal removal will be performed by thermal methods following contractor procedures that will have been reviewed by Progress Energy for conformance to the Corporate Welding manual.
- When thermal removal processes are used on P-No. I materials, surface oxides will be removed by mechanical processing prior to welding on cut Page 3 of 12 Z20R0 Page 6 of 15
PCHG-DESG Engineering Change 0000075218R0 CONTAINTlMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR surfaces. However, mechanical processing is not required when the thermal metal removal process is qualified/evaluated in accordance with the requirements of ASME Section, Article IWA-4461.4.1.
9 Metal cutting and removal processes include oxyacetylene cutting, carbon arc gouging, plasma cutting, metal disintegration machining (MDM), and Electrical Discharge Machining (EDM).
5.6 Defect removal, if required, will be accomplished in accordance with the requirements of ASME Section XI, Article IWA-4420.
5.7 The liner plate will be re-installed to itg original configuration using full penetration butt-welds that utilize low hydrogen electrodes and welding firom two sides, in accordance with the original construction Specification SP-5566 (Reference 14.2). Alternatively, the full penetration weld can be made from one side with backing on the outside of the liner shell. Liner weld details are shown on Drawing No. 421-3 51. Liner stiffeners will be welded using details shown on Drawing 68-3871-17.
5.8 Welding procedures and qualifications will incorporate instructions designed to control porosity. These instructions will cover allowable welding currents, removal of slag and flux and welding techniques to control porosity.
5.9 Uphill welding of vertical welds will be required, except that downhill cover passes or backgouged root does not need to be qualified, but should be noted in the Welding Procedure Specification as a nonessential variable. Downhill cover passes or backgouged root can be welded by downhill welding.
5.10 Note that Reactor Vessel refueling operations cannot begin until after the liner plate repair welds are completed and examined in accordance with Paragraph 6.3 below.
6.0 EXAMINATION AND TESTING A. Weld Examination 6.1 Liner welds made as part of repair/replacement activities will be examined in accordance with the applicable requirements of ASME Section XI, Subsection IWE and Article IWA-4000 as well as ASMIE Section VIII (Reference 13.3).
Page 4 of 12 Z20R0 Page 7 of 15
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 6.2 lihe requirements of ASME Section XL Article IWA-4500 will be used for examination and testing of welds. Personnel performing nondestructive examinations (NDE) will be qualified and certified using a written practice prepared in accordance with ASME Section X1, Article IWA-2311 and ANSJ/ASNT CP-189 (Reference 13.9). As stipulated in ASME Section XI, Article IWA-2310(a), certifications based on ASNT SNT-TC-1A (Reference 13.10) are valid until recertification is required:
6.3 (EC 63016) After the liner plate has been welded back to its original configuration the following Non-Destructive Examinations (NDE) will be performed, in accordance with the applicable sections of ASMIE Section VIII and ASME Section XI, Subsections IWA and IWE, on the liner plate butt welds around the perimeter of the Opening:
a 100% visual examination
- 100% vacuum box leak testing
- 100% magnetic particle testing (Double sided welds will receive magnetic particle examinations of the final layer on both sides of the liner shell. Welds with backing will receive Magnetic Particle Examinations after the first and final layers).
6.4 (EC 63016) Magnetic particle examination methods and acceptance criteria will be in accordance with Appendix 6 of ASME,Section VIII. The basis for using magnetic particle in lieu of spot RT is addressed in ECED 70586.
6.5 (EC 63016) Results of magnetic particle examination, leak testing by vacuum box methods, and visual inspection will be recorded as part of construction records.
6.6 (PC 63016) Temporary fit-up devices that have been welded to the liner plate or liner stiffeners to aid in aligning and supporting the reinstallation of the liner plate will be either:
- a. Removed (by grinding) and all removal areas inspected and tested per the requirements of ASME Section XI, Division I, Subsection IWA'and IWE.
This alternative will apply to all temporary fit-up devices welded to the inside face of the liner.
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PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR
- b. Cut off approximately /" from the liner plate or stiffener. This alternative method will eliminate grinding of the liner plate or stiffener plate and additional NDE examinations. This alternative may be selected for the concrete side of the liner provided that the welds have been made as safety-related welds and all applicable NDE examinations for safety-related welds to the IWE liner have been completed.
6.7 (EC 63016) All containment pressure boundary repair full penetration liner welds and repair welds for repair of lifting lug holes will be tested using a soap film and vacuum box. The testing will be performed utilizing a pressure differential of not less than 4 psig. the rate of inspection will not exceed two feet of weld per minute. The box will overlap a minimum of three inches over the previously tested section. All detectable leaks will be corrected.
6.8 Results of nondestructive examinations will be evaluated in accordance with Section 9.2.6 of Procedure EGR-NGGC-0015.
B. Pre-Service and Related Examination 6.9 Personnel performing visual examinations as required by ASME Section Xl, Subsection IWE will be qualified and certified in accordance with a written practice approved by the Responsible Engineer as specified in Subsection 9.1.13 of EGR-NGGC-0015. The written practice will conform to the applicable requirements of ASME Section X1, Article IWA-2300 as amended by 10CFR50.55a (Reference 13.7).
6.10 (EC 63016) Pýrior to removal of the liner coating, the affected liner surface will be visually examined in accordance with ASME Section XI, Table IWE-2500-1.
Examination results will be evaluated for acceptability by the Responsible Engineer.
6.11 (EC 63016) Both surfaces of the liner and the L3x2x 1/4" stiffeners on the back side will be visually examined for dents, warping, deformation, punctures or other damage that may affect their ability to serve their safety-related function as components of the containment pressure boundary. The Responsible Engineer will evaluate examination results for acceptability and specify repairs as deemed Page 6 of 12 Z20R0 Page 9 of 15
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT LINER IWE REPAIR PLAN FOR TEE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR necessary. Any damage to the 3/8" thiick liner plate that occurs during hydrodemolition and/or just prior to cutting the plate is acceptable if the reduced thickness of the plate is >3/16". If the original liner plate is to be reinstalled, damaged areas will be evaluated for potential repair and/or replacement actions prior to concrete placement. Repairs to the removed liner section will be made in accordance with the requirements of ASME Section XI, Article IWA-4000 and this repair plan. Prior to returning the liner to service, the suitability of the repaired item will be evaluated in accordance with ASME Section XI, Article IWA-4160. If the liner repair is determined to be deficient, appropriate corrective provisions will be implemented and included in the repair documentation.
6.12 (EC 75221) Preservice examination of the liner will be performed in accordance with ASME Section XI, IWE-2200, after re-coating is complete but prior to returning the liner to service. CR3 requirements for preservice examination are specified in Section 6.5 of the CR3 ASME Section XMRepair & Replacement Program (Reference 13.14). The Responsible Engineer will evaluate pre-service examination results for acceptability as specified in ASME Section XI, Article IWE-3 110.
7.0 PRESSURE TESTING (EC 75221) 7.1 After liner and containment repairs are completed and prior to returning the Reactor Building to service, the restored containment structure will be subjected to an integrated leakage rate test (ILRT) that satisfies the Type A Test requirements of 10CFR50, Appendix J (Reference 13.8). The ILRT, which will be performed in accordance with the Technical Specification Containment Leakage Rate Testing Program (Reference 13.15) and the requirements of SP-178 "Containment Leakage Test-Type A Including Liner Plate" (Reference 13.17) will satisfy the ASMIE Section XI, Article IWE-5221 requirement for a post-repair leakage test. The measured leakage from this test will be included in the summary report required by 10CFR50 Appendix J, Section V.B. The acceptance criteria of 10CFR50 Appendix J, Section llI.A.5(b) will be met. Details of the test procedure and acceptance criteria are given in test procedure SP-178.
7.2 Liner plate surface areas that were repaired or replaced will be visually examined (VT-1) prior to the start of reactor building pressurization for the Type A Test and Page 7 of 12 Z20R0 Page 10 of 15
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR following tie completion of dc-pressurization. 'thfis examination will satisfy flie requirements of ASME Section XI, Article IWE-5240. (See PGN CR3 IWE/IWL Program Position Paper dated 10/28/09, Reference 13.33) 7.3 Documentation will be provided for all tests. This documentation will be included in the modification records for permanent retention (See Section 11 of this Plan).
8.0 PROTECTIVE COATING SYSTEM (EC 63016) 8.1 After repair of the liner plate is completed. all exposed surfaces of the liner will undergo surface preparation and reapplication of coating in accordance with the requirements of Specification CPL-XXX3X-W-005 (Reference 13.22) and Procedure MNT-NGGC-0009 (Reference 13.20).
9.0 SUPPORT OF LINER DURING CONCRETE PLACEMENT (EC 75220) 9.1 The liner will serve as the inner form during placement of concrete in the opening.
It will be attached to the outer form by ties welded to the vertical stiffener angles as shown on D1rawmgi-g4213 1. Form ties are sized and spaced to minimize deformations of both the liner and the outer form as specified in CalculationS06-0007 (Refcencu 1l4. 1) 10.0 HANDLING, STORING AND SHIPPING REQUIREMENTS 10.1 Materials procured for this repair activity will be handled, stored and shipped per the requirements ofMCP-NGGC-0402 "Material Management (Storage, Issue and Maintenance)" (Reference 13.21) and ANSI N45.2.2 - 1972 "Packaging, Shipping, Receiving, Storage and Handling of Items for Nuclear Power Stations" (Reference 13.11) or under an approved vendor program.
11.0 RECORDS AND REPORTS 11.1 The preparation, submittal, and retention of records and reports of examinations, tests, and repair/replacement activities will meet die requirements of ASME Page 8 of 12 Z20R0 Page 11 of 15
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR Section XI, Article IWA-6000 as incorporated into the CR3 Quality Assurance Program (Reference 13.13) and NEP 229.
11.2 Records and reports indicated in tiis section will be filed and maintained for the service lifetime of the Reactor Building in accordance with the CR3 Quality Assurance Program and ASME, Section X[, Article IWA-63 10.
11.3 Following the completion of liner and containment repair and replacement activities, reports required by the CR3 ASME Section XI Repair & Replacement Program and NEP-229 will be prepared and submitted to the ANII for review and approval as specified in those documents.
12.0 INTERFACE REQUIRE,MENTS:
12.1 As specified in NEP-229, which incorporates the requirements of ASME Section XI, Article IWA-4170, the ANII will be notified prior to starting the repair/replacement activity and will be kept informed of progress so that necessary inspections may be performed.
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PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR
13.0 REFERENCES
13.1 ASME B&PV Code,Section II, "Materials, Part A - Ferrous Material Specifications", Current Edition.
13.2 ASME B&PV Code,Section III, Subsection B, "Nuclear Vessels Code for Class B Vessels," 1965.
13.3 ASME B&PV Code,Section VIII, "Unfired Pressure Vessels", 19651 Edition.
13.4 ASME B&PV Code,Section IX, "Welding and Brazing Qualifications", Current Edition.
13.5 ASME B&PV Code,Section XI, 2001 Edition with addenda up to and including the 2003 Addenda.
13.6 ASA N6.2-1965, "Safety Standard for Design, Fabrication and Maintenance of Steel Containment Structures for Stationary Nuclear Power Reactors".
13.7 Code of Federal Regulations; Title 10, "Energy"; Part 50, "Domestic Licensing of Production and Utilization Facilities"; Section 50.55a, 'Codes and Standards".
13.8 Code of Federal Regulations; Title 10, "Energy"; Part 50, "Domestic Licensing of Production and Utilization Facilities"; Appendix J, "Primary Reactor Containment Leakage Testing for Water-Cooled Power Reactors".
13.9 ANSIiASNT CP-189, "Standard for Qualification and Certification of Nondestructive Testing Personnel".
13.10 ASNT SNT-TC-1A-2006, (Recommended Practice No. SNT-TC-1A), "Non-Destructive Testing," 2006 Edition.
13.11 ANSI N45.2.2 - 1972 "Packaging, Shipping, Receiving, Storage and Handling of Items for Nuclear Power Stations".
13.12 ASTM A36-05, Standard Specification for Carbon Structural Steel.
13.13 CR3 Quality Assurance Program.
'Reactor Building Liner Specification SP-5566 (Reference 14.9) cites ASNE'Section VIII for certain weld related items but does not identify a Code year. This specification was first completed in Jul 68 (and issued in Oct 69). At the time that the specification was under development, the 1965 Edition of the ASME Boiler and Pressure Vessel Code was current. Since SP-5566 is silent as to Code year, it is presumed that the 1965 Edition of Section VIII is the appropriate reference.
Page 10 of 12 Z20R0 Page 13 of 15
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT LINER IWE REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 13.14 CR3 ASME Section XMInservice Inspection Program / Interval 4 / Repair &
Replacement Program, Revision 13, 14 Aug 08.
13.15 Crystal River Unit 3 Operating License (Through License Amendment No. 229),
Specification 5.6.2.20, Containment Leakage Rate Testing Program.
13.16 Procedure NEP 229, "Guidance for Implementation and Use of ASME Section XI Repair/Replacement Program Documents", Revision 4, 14 Aug 08.
13.17 Procedure SP- 178 "Containment Leakage Test-Type A Including Liner Plate" 13.18 NGGM-PM-0003. "Corporate Welding Manual" 13.19 Procedure EGR-NGGC-0015, "Containment Inspection Program" 13.20 Procedure MNT-NGGC-0009, "Application of Protective Coatings," Rev. 5.
13.21 Procedure MCP-NGGC-0402 "Material Management (Storage, Issue and Maintenance)"
13.22 Specification CPL-XXXX-W-005, "Nuclear Power Plant Protective Coatings."
13.23 Engineering Change 63016, Containment Opening.
13.24 ECED 70586, "Containment Opening Liner Plate Owner Reconciliation" 13.25 Daing No. 42135 1, spýýpeig ORao:uli~enoayc forb`tjR Rcstolation, Shect 2of 3`
13.26 CBI Drawing ER-4, "Lift Frame on Door Sheet" 13.27 Drawing No. 68-3871-17, CB&I, Shell Stretchout & Plate Details, Rev. 3.
13.28 (Deleted) 13.29 Engineering Change 75218, REACTOR BUILDING DELAMINATION REPAIR PHASE 2 DETENSIONING.
13.30 Engineering Change 75219, REACTOR BUILDING DELAMINATION REPAIR PHASE 3 CONCRETE REMOVAL.
13.31 Engineering Change 75220, REACTOR BUILDING DELAMVIINATION REPAIR PHASE 4 CONCRETE PLACEMENT.
13.32 Engineering Chanige 75221, REACTOR BUILDING DELAMINATION REPAIR PHASE 5- REIENSION/TEISTING.
13.33 PGN CR3 IWE/IWL Program Position Paper, dated 10/28/09.
Page 11 of 12 Z20R0 Page 14 of 15
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT LINER IWE REPAIR PLAN FOR TIlE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 14.0 BIBLIOGRAPHY
.1 j e ýýUunS06-0007, Re% --Containmd{ Line~iEviý4uatioiilfo&rSGR' 14.2 CR3 Specification SP-5566, "Reactor Building Liner and Penetrations and Personnel Access Locks", Addendum C, Oct. 1969.
Page 12 of 12 Z20R0 Page 15 of 15
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR Progress Energy Florida Rev. 4 Portmann; Rick I am the abithor of this cdocument.
Prepared By: 2010.01.1807:30:.11 5O5 00 Rick Portmann Date Holliday, John Reviewed By 2010.01.18 07:55:08 -05'007 Reviewed By:
John Holliday Date Ortalan, Emin Supervisor Approval i; Approved By: 2010.01.18 08:54:231*5O0,00, Emin Ortalan Date Z21 R0 Page 1 of 29
PCHG-DESG Engineering Change 0000075218R0 Progress Energy Florida CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR TABLE OF CONTENTS Page 1.0 P UR P O S E ...................................................................................................................... I 2.0 BAC KG RO UND ............................................................................................................. 1 3.0 ACTIVITIES TO BE PERFORMED ............................................................................ 2 4.0 APPLICABLE CODE EDITION, ADDENDA, AND CODE CASES ................ 3 5.0 MA T E R IAL ..................................................................................................................... 4 6.0 QUALITY CONTROL REQUIREMENTS .................................................................... 7 7.0 REBAR SPLICE QUALITY CONTROL REQUIREMENTS ........................................ 9 8.0 PRESTRESSING SYSTEM QUALITY CONTROL ........................................................ 10 9.0 DETENSIONING, REMOVAL, REPLACEMENT AND RETENSIONING OF PRESTRESSING TENDONS .............. . ......... ...................................................
- 10 10.0 EXAMINATION OF PRESTRESSING SYSTEM ...................................................... 12 11.0 EXAMINATION AND TESTING ................................................................................ 13 12.0 ACCEPTANCE CRITERIA .......................................... .............................................. 15 13.0 CUTTING, REMOVAL AND REINSTALLATION OF STEEL REINFORCEMENT ........ 15 14.0 DEMOLITION AND PLACEMENT OF CONCRETE .................................................. 16 15.0 PRESSURE TESTING AND PRESERVICE EXAMINAT1ON .................................. 17 16.0 INTERFACER EQUIREMENTS .................................................................... ...........
. 18 17.0 HANDLING, STORING AND SHIPPING REQUIREMENTS .................................... 18 18.0 RECORDS AND REPORTS ..................................................................................... 19 19.0 R E FE R EN C E S .............................................................................................................. 19 20.0 B IB LIO G RA PHY .......................................................................................................... 22 Addendum (3 pages) ............................................... 24 Z21 R0 Page 2 of 29
PCHG-DESG Engineering Change 0000075218RO Progress Energy Florida CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR REVISION
SUMMARY
REVISION NUMBER DESCRIPTION 0 INITIAL ISSUE 1 SECTION 3.1 ADDITIONAL ACTIVITIES.
SECTION 5.1: ADDED DIV. 2 AFTER SECTION III.
SECTION 5.11: ADDED A LINE REGARDING SHEATHING JOINT.
SECTION 9.2: REVISED TENDON CUTTING SEQUENCE.
SECTION 10.1: CLARIFIED THE TENDONS THAT REQUIRE EXAMINATION OF THEIR END ANCHORAGE COMPONENTS AND SURROUNDING CONCRETE.
REWORDED BULLET 4 FIRST ITEM.
SECTION 11.3: DELETED THE SECOND BULLET:
SECTION 14.3: DELETED THE LAST BULLET.
SECTION 15.3: REWORDED EXAMINATION REQUIREMENTS FOR CONCRETE SURROUNDING BEARING PLATES.
SECTION 18.4: ADDED ADDITIONAL RECORDS REQUIRED TO BE MAINTAINED.
MADE EDITORIAL CORRECTIONS IN SECTION 19.0 AND OTHER SECTIONS.
2 REVISED SECTION 9.2 BULLET 1 AND 2 TO CHANGE ADJACENT TENDONS FROM 34V8, 34V9, AND 34V10 TO 34V12 AND 34V13 REVISED THE PROCESS USED TO REMOVE THESE TENDONS.
3 ADDED ADDENDUM
- 4. REVISED PLAN TO INCLUDE THE CONTAINMENT DELAMINATION REPAIR ACTIVITIES Z21 R0 Page 3 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 1.0 PURPOSE 1.1 The. purpose of this IWL Repair plan is to identify essential requirements pertaining to the provision of a temporary access opening in the Crystal River 3 concrete containment structure in support of the Steam Generator Replacement (SGR) Project and the subsequent.Containment delamination repair at Crystal River 3 (CR3).. Major activities include hydr0-demolition of concrete, cutting, removal and reinstallation of steel reinforcement, removal and reinstallation of tendons, sheathing, and corrosion protection medium, and placement of concrete. The repair/replacement plan implements the requirements of ASME B&PV Code,Section XI, Subsection IWL (Reference 19.2), 10CFR50.55a (Reference 19.3) and the Crystal River Unit 3 Section XI Repair and Replacement Program (Reference 19.17).
This document does not include requirements for any activities associated with removal or reinstallation of the containment liner plate.
2.0 BACKGROUND
2.1 Steam Generator Replacement (SGR) at Crystal River 3 (CR3) will require creation of an access opening through the containment shell to facilitate removal of the. existing steam generators and installation of new ones.
Creation and restoration of the access opening will require the removal and reinstallation of the concrete, rebar, tendons, tendon sheathing and liner plate within thei boundaries of the opening and de-tensioning and re-tensioning of selected vertical and horizontal tendons adjacent to the opening. Related activities may include installing temporary anchorages to the outer surface of the concrete containment.
2.2 The post-tensioning system used on Crystal River Unit 3 was tested and supplied by the Prescon Corporation of Corpus Christi, Texas. Each tendon consisted of 16.3 7-mm diameter low relaxation wires and developed a minimum ultimate tendon force of 2,333.5 kips. The low relaxation tendon wire conforms to the applicable portions of ASTM A 421-65 (Reference 19.7), type BA with a minimum ultimate tensile strength of 240,000 psi. The end anchorage of each wire was a "BBRV" buttonhead Page 1 of 27 Z21 R0 Page 4 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR type. The details of the tendon system are~shown in FSAR Figure 5-24 and Figure 57-25 (Reference 19.15).
2.3 The creation of the temporary construction opening will affect the containment wall, vertical and horizontal tendons and sheaths within the boundaries of the opening. The following tendons within the opening will be removed and replaced with new tendons:
534V8 thru 34V17 (10 verticals)
- 53H27 thru 53H35 and 42H27 thru 42H34 (17 hoops).
2.4 An additional number of tendons will be detensioned prior to concrete removal and retensioned following concrete placement. The affected tendon population is identified in EC's 75218 (detensioning) (Reference 19.40) and 75221 (retensioning) (Reference 19.43).
2.5 The SGR activities are conducted in accordance with Engineering design change (EC) 63016. While creating an opening (approximately 23' by 27')
in the containment building wall to support the steam generator replacement project a gap (delamination) in the concrete was discovered.
The delamination is in close proximity to horizontal tendons. This gap was not anticipated and based on industry operating experience, other similar projects have not encountered the same condition. The repair of the subsequent Containment delamination activities are conducted in accordance with Engineering design changes (EC's) 75218, 75219 (Reference 19.41), 75220 (Reference 19.42) and 75221.
3.0 ACTIVITIES TO BE PERFORMED 3.1 The following activities are addressed in this repair plan:
- Degreasing, de-tensioning and removal of tendons.
- Hydro-demolition of concrete.
- Cutting, removal and reinstallation of steel reinforcement.
- Installation of new additional reinforcing bars.
- Cutting, removal and installation of tendon sheathing.
Page 2 of 27 Z21 R0 Page 5 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATORREPLACEMENT MODIFICATION AND DELAMINATION REPAIR
- Installation and subsequent removal of temporary attachments to the concrete.
" Removal of delaminated concrete
- Concrete material tests.
- Placement of concrete.
" Surface preparation required prior to installation of new components of the tendon system.
- Surface preparation required prior to placement of new concrete and during of concrete.
- Installation, tensioning, de-tensioning and re-tensioning of additional tendons around opening, and re-greasing of tendons.
" Performance-of examinations and system pressure test.
4.0 APPLICABLE CODE EDITION, ADDENDA, AND CODE CASES 4.1 The 2001 Edition with addenda up to and including the 2003 Addenda of ASME Section XI will be used for repair/replacement activities applicable to Subsection IWL.
4.2 For those repair/replacement activities performed in accordance with the requirementsof ASME Section III, Division 2, the applicable code edition will be the 2001 Edition with addenda up to and including the 2003 Addenda.
4.3 Design of the concrete containment structure (concrete, tendons and steel reinforcement) was performed in accordance with "Building Code Requirements for Reinforced Concrete," ACI 318-63 (Reference 19.5).
4.4 The original structural concrete work was performed in accordance with "Specifications for Structural Concrete for Buildings," ACI 301-66 (Reference 19.4). Structural concrete repair activities will also be in accordance with ACI 301-66.
Page 3 of 27 Z21 R0 Page 6 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 5.0 MATERIAL 5.1 Material will conform to the requirements of the original design specification or ASME Section III Division 2 (Reference 19.1), with the following exception: Portland cement that is used to restore concrete to the access opening will be Type I cement, conforming to ASTM C 150 (Reference 19.13). This is a change from the original design, which used ASTM C150 Type II Portland cement, modified for moderate heat of hydration.
Reconciliation of the differences between Type I and Type II cement is addressed in Section B.6.10 of EC 75220.
Replacement concrete that is to be used to restore the containment access opening will be chemically, mechanically and physically compatible with the existing concrete. The replacement concrete will be supplied, placed, inspected and tested in accordance with Specification CR3-C-0003 (Reference 19.19). It is noted that the original concrete design for the containment wall specified ASTM C150 Type II Portland cement and a minimum concrete compressive strength of 5,000 psi.
5.2 Requirements relating to concrete materials, including cement, pozzolans, coarse aggregate, fine aggregate, admixtures and mixing water, are identified in Specification CR3-C-0003. These will conform to the applicable ASTM standards as listed in that specification.
5.3 The original No. 8 deformed reinforcing bars conform to the.requirements of ASTM A 615-68 (Reference 19.11) Grade 40. Damaged or misplaced reinforcement will be replaced by Grade 60 bars conforming to the requirements of the latest revision of ASTM A615 as specified in EC 75220.
New reinforcement also will meet the requirements of the latest revision of ASTM A615 as specified in EC 75220. The yield strength and tensile strength of the new and replacement bars will meet or exceed the minimums specified for original (Grade 40) bars in ASTM A615-68.
Material property requirements reconciliation is documented in the EC 75220.
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PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR.REPLACEMENT MODIFICATION AND DELAMINATION REPAIR New reinforcing steel intended to be spliced by welding will meet the requirements of Paragraph CC-2333.1 of ASME Section III, Division 2 (Reference 19.1) as specified in thel EC 75220.
5.4 All mechanical splices will be BatGrip XL - Nuclear / Type 2 Series cold-swaged steel coupling sleeves for #8 size rebar, as manufactured by BarSplice Products, Inc, Dayton OH. Couplings will be manufactured from seamless steel tubing that conforms to ASTM A 519 Grade 1018.
Mechanical splices are classified as "Safety Related" (Q). Detailed requirements applicable to the mechanical splices are provided in EC 75220 5.5 The Original low relaxation tendon wire conforms to the applicable portions of ASTM A 421-65, type BA and was supplied with a minimum ultimate tensile strength of 240,000 psi. Relaxation test data are shown in Table 5-1 and Figure 5-26 of the CR3 FSAR. When extrapolated to 40 years, the data-in FSAR Figure 5-26 indicates that the maximum relaxation is less than-2%. The' design is based:on a relaxation of 4%.
5:6 The replacement tendons are 163 7mm diameter low relaxation wire's that conform to the requirements of ASTM A421 -98a, Type BA and will be supplied with a minimum ultimate tensile strength of 240,000 psi1 . The wire meets the requirements of Supplement I for Low-Relaxation Wire. Material property requirements reconciliation is documented in EC 75220.
5.7 Tendon Anchor Heads (163 wire stressing washer) material will meet the requirements of ASTM A 514 (Reference 19.9) Grade Q per Precision Surveillance Corporation (PSC) Drawing CR-N1009-502, "163 Wire Stressing Washer;" which replaces Drawing 5EX7-003 Sheet A8 (Reference 1935) for the new anchor heads for the replacement tendons ASTM A421-65 does not specify a minimum tensile strength for 7 mm Type BA Wire (a note to the applicable table states that BA wire is not norrnallysupplied with a diameter of 0.276 in, which is equal to 7 mm). ASTM A421-98aspecifies a minimum tensile strength'of 235 ksi for 7 mm Type BA wire. However, the CR3 tendon purchase specification requires-that the 7 mm wire have a minimum tensile strength of 240 ksi.
Page 5 of 27 Z21 R0 Page 8 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 34V8 thru 34V17 and 42H27 thru 42H34 and 53H27 thru 53H35. This material has been evaluated and found to be suitable for replacing the original material identified as:Armco SSS-100, ASTM A514 Grade E material. Material property requirements reconciliation is documented in EC 75220.
5.8 Tendon grease cap gaskets, studs, nuts and washers will be furnished per original Prescon Drawing 5EX7-003, Sheet A-9D (Reference 19.37) (for hoop and upper vertical ends) and Drawing 5EX7-003, Sheet A-9C (Reference 19.36) (for the lower vertical ends).
5.9 Tendon grease cans will be fabricated from HR-LC steel per original Prescon Drawing 5EX7-003,Sheet A-9D.
5.10 Replacement tendon sheathing will be fabricated from ASTM A513 (Reference 19.8), Type 5 resistance welded tubing with a 5" internal diameter and 5Y" outside diameter as specified in 75220 Use of this material (which is essentially identical to the sheathing in the dome and basemat) in lieu of the original 22 gage galvanized duct provides the semi-rigid, watertight conduit needed to accommodate installation of the new tendons prior to concrete placement. Tendon sheathing is not Safety Related. Existing and new tendon sheathing will be joined by couplings as delineated in EC 75220.
5.11 Sheathing couplings will be sealed with Belzona 1211 E-Metal as specified in EC 75220.
5.12 Existing shims (load bearing plates inserted between tendon anchor heads and bearing plates) will be cleaned, examined and reused unless found to be damaged or severely corroded. New shims needed during reactor building restoration will be drawn from the CR3 warehouse inventory that is stocked for use during periodic tendon in-service inspection activities. The stocked shims are fabricated from Armor Plate HY-80 Type 1 (MIL-S-16216). The substitution of this material for the original Modified Armco VNT (proposed ASTM A633-E) was previously evaluated in PEERE 987 (Reference 19.38).
Page 6 of 27 Z21 R0 Page 9 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 5.13 Corrosion protection medium, which is injected into the tendon sheathing after stressing, will be Visconorust 2090-P4 or latest compatible formulation by Viscosity Oil Company. The corrosion protection medium will be certified to conform~tothe specifications given in ASME Section III, Division 2, Table CC-2442-1. This material is fully compatible with the original corrosion protection medium, a Visconorust 2090-P formulation, per the evaluation documented in EC 75220.
5.14 Replacement tendons will be protected from corrosion after fabrication at PSC's manufacturing facility by coating them with Visconorust 1601 Amber by Viscosity Oil Company. This material is fully compatible with Visconorust 2090-P4 pet the evaluation documented in EC 75220.
5.15 Welding filler material is classified as "Safety Related"(Q) and will be controlled accordingly Welding filler material, which will conform to the applicable requirements of theC.orporate Welding Manual (Reference 19.18), will be traceable to purchase orders.
5.16 Use of materials of a specification, grade, type, class, or alloy, and heat-treated condition' other than that originally specified Will be evaluated for suitability for the specified design and operating conditions in accordance with ASME Section XI, IWA-4311 and documented in EC 63016 and/or 75220 as applicable Any changes to the original material examination and testing requirements will be reconciled to. the requirements of the original construction specifications (See References 19.20, 19.21 & 19.22),
6.0 QUALITY CONTROL REQUIREMENTS 6.1 Concrete material qualification testing and control requirements will be in accordance with Specification CR3-C-0003.
6.2 The new concrete mix will be designed for high early strength and a low creep coefficient. In addition, the reinforced concrete patch will be designed to ensure stiffness compatibility with the original concrete. The proportions for the replacement concrete mix design will be as determined by ingredients per Specification CR3-C-0003 and EC 75220 Page 7of 27 Z21 R0 Page 10 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 6.3 A batch plant will be setupand qualified on site to furnish concrete in accordance with ASTM C.94 (Reference 19.12). During concrete operations, an independent testing laboratory will, provide inspectors at the batch plant to certify the mix proportions of each batch produced at the plant and sample and test the concrete ingredients per Specification CR3-C-0003. The inspectors will verify that delivery tickets conforming to the requirements of CR3]C0003 are prepared for each load of concrete.
6.4 Concrete delivery trucks will comply with the requirements of ASTM C 94.
6.5 Inspectors at the construction site will inspect reinforcing steel and form placement, perform slump tests, prepare test cylinders, checkair content, and record weather conditions in accordance with the requirements of Specification CR3-C-0003. Test cylinders will be cured, capped and:tested in accordance with CR3-C-0003. Evaluation and acceptance of test results will be in accordance with ACl 318 and Article CC-5232 of ASME Section III, Division 2.
6.6 Placing, consolidating and curing of fresh concrete will conform to applicable requirements of ACI 301 as detailed in Specification CR3-C-0003.
6.7 Special requirements will be implemented for cold and hot weather concreting. These include requirements for insulation, form cooling and additional test cylinders as detailed in CR3-C-0003.
6.8 Certified mill test reports will be provided for each heat of reinforcing steel covering chemical composition and ASTM specification requirements for-mechanical properties. Bars will provide identification as to manufacturer, size, type, and grade or Yield strength.
6.9 Reinforcing steel will be procured as safety-related material from a manufacturer/supplier with a qualified QA Program as specified in 75220 The manufacturer/supplier will be responsible for performing material tests in accordance with the purchase order and'the requirements of ASTM A615.
Page 8 of 27 Z21 R0 Page 11 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 7.0 REBAR SPLICE QUALITY CONTROL REQUIREMENTS 7.1 The No. 8 reinforcing removed from the opening area will be spliced to stub bars by swaged sleeves where possible and otherwise by welding. To eliminate buckling that can result if a bar is connected by swaged sleeves at both ends (swaging causes a small increase in bar length), separate bars will be spliced to each stub and spliced together by lapping or otherwise approved in EC 75220.
7.2 Swaged sleeve splices will be tested and installed in accordance with manufacturer's instructions and the requirements of ASME Section III (Reference 19.1), Division 2, CC-4333 as specified in EC175220. The manufacturer of the swaging system will provide training on the,use of its equipment. The quality control (QC) requirements in Sections CC-2300, CC-4330 and CC-532O of ASME Section III, Div. 2 will apply with the following exception as specified in EC 75220 Since the swaged couplings will be quite close to the face of the concrete in the opening, it will hot be possible to cut out production splices and have a sufficient length of stub reinforcing remaining to remake these. Therefore, all testing will be on sister splices. The mix of sister splice reinforcing grade combinations (Grade 40 to Grade 40 and Grade40 to Grade 60) will be consistent with that of the production splices.
7.3 Welding of reinforcing bars, welder qualification and examination of welds will be in accordance with Corporate Welding Manual procedures incorporating the applicable requirements of AWS D1.4 (Reference 19.14).
7.4 Lap splices will conform to applicable ACI 318 requirements as specified in EC 75220.
8.0 PRESTRESSING SYSTEM QUALITY CONTROL 8.1 Tendons and other Quality Related pre-stressing system materials procured for this repair activitywill be handled, stored and shipped per the requirements of MCP-.NGGC-0402 "Material Management (Storage,. Issue and Maihtenance)" (Reference 19.24) and ANSI N45.2.2 " 1972 Page 9 of 27 Z21 R0 Page 12 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR "Packaging, Shipping, Receiving, Storage. and Handling of Items for Nuclear Power Stations" (Reference 19.6).
8.2 Anchorheads, wire and completed tendons will be inspected during manufacture. In addition EC 75220 specifies that replacement tendons.
and associated hardware shall be inspected at the plant receiving area prior to receipt and acceptance.
9.0 DETENSIONING, REMOVAL, REPLACEMENT AND RETENSIONING OF PRESTRESSING TENDONS 9.1 Degreasing, de-tensioning, removal of existing tendons, will follow the standard practice specified in procedures in the PSC Field andQuality Control Procedure Manual (Reference 1,9.34) that is incorporated into EC 63016.
9.2 Surface preparation required prior to installation of new items, installation of newtendons, tensioning and regreasing of tendons are dictated in EC's 75218, 75219, 75220, 75221 and the associated work instruction approved, for use at CR3.
9.3 Tendons will be de-tensioned in the following sequence as developed in Calculations S06-0005 (Reference 19.26) and S10-0004 Tendon Detensioning (Reference 19.45).
During the period after reaching cold shutdown (Mode 5) and prior to the start of hydrodemolition of the concrete, vertical tendons 34V12 and 34V13, which are within the opening area, will be ram de-tensioned and removed. These tendons will be detensioned with a hydraulic ram, the buttonheads removed with a hand grinder, coiled and then saved as a contingency to ensure that replacement vertical tendons of sufficient length are available in the event that a new replacement tendon is identified as being too short. Additional tendons that will be removed from within the access opening will be accomplished by sequential cutting of button heads at one end using a plasma arc or similar Page 10 of 27 Z21 R0 Page 13 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR approved process in accordance with EC 63016. Tendon locations are shown .on Drawing 421-347 (Reference 19.30).
" During the period after reaching cold shutdown (Mode 5) and prior to the start of hydrodemolition of the concrete, after removal of the two vertical tendons 34V12 and 34V13 stated in the first bullet, the 17 hoop
.and remaining, 8 vertical tendons WITHIN the boundaries of the containment wall access opening will be removed in accordance with EC 63016.
- Additional tendons outside the boundaries of the containment wall access opening will be de-tensioned. (but not removed): (I) After the new.SGs have been rigged into their respective cubicles inside the D-Rings thereby ensuring that adequate prestress will be maintained when loads are imposed on the wall during generator movements and (il) Prior to placement of new concrete in the opening area as specified in EC 7521&8 9.4 After the tendons that are not to be removed have been de-tensioned, the.
degreased tendons will be protected from the elements as specified in the work instructions approved for use.
9.5 Prior to installation of new tendons, waffle assemblies will be pulled through the sheathing to clean out residual corrosion protection medium as well as accumulations of water and debris that may have entered following tendon removal and during hydro-demolition of the concrete.
9.6 Tendons will be installed and tensioned/re-tensioned in accordance with EC 75221 and the work instructions approved for use at CR3. To offset friction loss and provide adequate force at the center of each tendon, end force is initially raised to 80% of guaranteed ultimate tensile strength (GUTS). It is.
then reduced to 70% (+/- a tolerance) for lock-off.
9.7 Tendon elongation will be measured during stressing and will be compared to predicted values provided by Engineering. Deviations from the predicted values will be evaluated against the acceptance limits specified in ASME Section III, Division 2.
Page 11 of 27 Z21 R0 Page 14 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 9.8 Tendon regreasing will be completed within 30 days of Mode 2 Entry.
Corrosion protection medium will be replaced in accordance with EC 75221 and the work instructions approved for use at CR3.
10.0 EXAMINAT1ON OF PRESTRESSING SYSTEM 10.1 The pre-stressing system will be examined prior to and after the initial detensioning and removal as specified in EC 63016 and prior to additional tendon detensioning, tendon installation, concrete placement and retensioning in accordance EC's 75218, 75220, 75221 and the work instructions approved for use at CR3., Required examinations and associated testsare summarized below.
- Prior to Detensioning o End anchorage components,. including bearing plates, anchorheads, shims and buttonheads will be examined for signs damage and corrosion (Detensioned / Retensioned Tendons only).
o Concrete adjacent to bearing plates will be examined for cracking and other indications of damage or degradation (Detensioned/Retensioned and removed / replaced tendons).
- After De-Tensioning o End anchorages will be examined for indications of broken wires which, iffound, will be extracted, examined and / ortested in accordance with ASME Section XI, Paragraph IWL-2523.2 to determine the cause of failure.
o Wires that protrude from the anchor head as well as visible areas of the wire bundle between the anchor head and the bearing plate will be examined for corrosion or pitting which, if found will be evaluated by the IWL Responsible Engineer.
" Prior to Tendon Installation o Tendon wires., button heads, anchor heads and bearing plates will be examined for signs of damage, pitting and corrosion.
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PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR
" Prior to Concrete Placement o Sheath and couplings will be examined for alignment, and signs of damage including kinks, dents, oval areas, and holes. Verify the attachments are secure.
o Sheath and coupling sealant will be examined for holes and tears as well as to verify complete joint coverage.
" Following Re-Tensioning o End anchorage components including bearing plates, anchorheads, shims and buttonheads will be examined for signs of damage and corrosion.
o Concrete adjacent to bearing plates will be examined for cracking and other indications of damage or degradation Acceptance standards for the above examinations and tests will be as listed in the EC's and work instructions...
10.2 Examination and test results that do not meet acceptance standards are evaluated and dispositioned by the IWL Responsible Engineer in accordance with the requirements of ASME Section XI, Article IWL-3000.
11.0 EXAMINATION AND TESTING 11.1 Personnel performing the examinations and tests required under this plan will be trained, qualified and certified in accordance with ther CR3 Quality Assurance Program (Reference 19.16) or under an approved vendor quality assurance programs. In addition, certifications of personnel performing reactor building concrete examinations will be reviewed and approved by the IWL Responsible Engineer in accordance with the requirements of ASME Section XI, IWL-2320(a).
Personnel training and certification programs will incorporate applicable requirements of the following documents.
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR
- Specification CR3-C-0003
- AWS Di.4 11.2 Concrete materials, including mixing .water, and production concrete will be sampled and tested to ensure'conformance, to the requirements of Specificationr CR3-C-0003.and the ASTM standards cited therein.
Additional tests will be performed to verify that the selected design mix meets the unit weight, air content, bleeding, slump, strength and creep coefficient requirements specified in CR3-C-0003.
11.3 Construction examinations and tests,will be performed as required by EC 75220 These examinations, except those associated with the pre-stressing system that are covered in Section 1OQ, are summarized below.
Instructions' specific to each of these examinations are as delineated directly or by reference in EC 75220.
- Detailed visual exarnination of reinforcing stubs (after the No. 8 bars are cut and concrete has been removed from the opening) as required by ASME Section XI, IWL-4220(c) and, if determined necessary by the IWL Responsible Engineer, repair in accordance with IWL-4230.
- Visual examination of welded and swaged sleeve reinforcing splices,
- Load testing of welded and swaged sleeve reinforcing demonstration splices.
- Load testing of swaged sleeve sister splices.
- Other NDE of welded reinforcing splices as specified by'the IWL Responsible Engineer.
'Visual examination of the concrete surfaces at the bottom, fop and sides Of the opening prior to: concrete placement.
- Visual examination of reinforcing curtain alignment, lap splices, ties and supports prior to concrete placement.
0 Batch plant certification examinations.and tests per ASTM C94-07 requirements.
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PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR. REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 11.4 The new concrete will be visually examined before, during and after the pressure test as required by ASME Section Xi, Article IWL-5250 (Reference 19.2). These examinations will follow the applicable requirements of Procedure EGR-NGGC-0015 (Reference 19.23) and will satisfy the ASME Section XI, Article IWL-2230 requirement for post-repair pre-service examination (Also see PGN CR3 IWE/IWL Program Position Paper, dated 10/28/09., Reference 19.44) 12.0 ACCEPTANCE CRITERIA 12.1 The results of thetests and examinations identified in this plan will be evaluated against the acceptance standards included (directly or by reference) in EC 75218, 75220, 75221 and Specification CR3-C-0003 as well as in the codes, standards and procedures cited in Sections 10.0 and above.
1,3.0 CUTTING, REMOVAL AND REINSTALLATION OF STEEL REINFORCEMENT 13.1 The No. 8 steel reinforcement will be cut and removed from the opening area as specified in EC 63016, EC 75000 (Reference 19.39) and. EC 75219. Steel will be cut in a manner that ensures adequate stub length for later reattachment using swaged sleeve or welded splices as applicable to the stub location. Steel removed from the opening area will be cleaned, examined and stored for reuse if determined by the IWL Responsible, Engineer to be in acceptable condition.
13.2 The original layer of No. 8 reinforcing bars will be restored following installation of tendon sheathing. Restoration work will be done in accordance with the instructions in EC 75220 The restored layer will include new Grade 60 bars conforming to the requirements of ASTM A615 and may include Grade 40 bars that were removed and stored for reuse. The new and reused bars will be spliced to the stub reinforcing protruding from the periphery of the opening as described in Section 7.0 of this plan.
Page 15 of 27 Z21 R0 Page 18 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 13.3 Any new reinforcing will be procured to the requirements of ASTM A615, for Grade 60 deformed carbon steel bars. This new reinforcing, which is safety related (Q) is provided to increase the stiffness of the concrete in the opening area as discussed in EC 75220.
14.0 DEMOLITION AND PLACEMENT OF CONCRETE 14.1 Concrete will be removed from the SGR opening by high pressure water jets (hydrodemolition) as described in EC 63016. Demolition will begin after tendons passing through the opening area: havez been removed and will be generally continuous except for interruptions to allow removal of the No. 8 reinforcing steel curtain and tendon sheathing. Water jet pressure will be reduced during removal of the final6 in of concrete to minimize the potential for liner damage.
14.2 Concrete will be removed from the delaminated surface by high pressure water jets, (hydrodemolition) and/ mechanical chipping means as described in EC 75219. Demolition will begin after additional tendons specified in EC 75218 have been. detensioned and will.be generally continuous except for interruptions to allow removal of the No. 8 reinforcing steel curtain.
14.3 New concrete will be placed following the installation of the new reinforcement, new tendon sheathing #8 reinforcing curtain and formwork per EC 75220, new tendons can be pulled through the sheathing either prior to concrete placement or after concrete strength has reached 3,000 psi). Concrete will be batched, mixed, conveyed, placed and consolidated in accordance with the requirements of Specification CR3-C-0003 and the AST'M and ACI standards referenced therein.
14.4 The opening area will be prepared for concrete placement as specified in EC 75220 and Specification CR3-C-0003. Preparation activities will include the following.
- Roughening, cleaning and soaking the top, bottom and sides of the opening to improve bond between new and existing concrete.
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PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR
- Cleaning debris, oil, grease and deleterious material from the liner, tendon sheathing and the reinforcing steel.
" Examining the concrete surfaces, liner, reinforcing steel, tendon sheathing and formwork to ensure readiness for concrete placement.
14.5 The outer formwork~will be installed after splicing of the No. 8 reinforcing curtain and cleaning and inspection of the opening area are complete. The formwork will be supported by form ties welded to liner stiffening angles and spaced, as specified in EC 75220 to ensure proper support of both the fornwork and the liner during concrete placement.
14.6 Concrete will be placed and consolidated in continuous horizontal layers as specified in Specification CR3-C-0003. Overall placement rate will be limited as specified in CR3-C-0003 to ensure that form pressure does not exceed design limits for the liner or the formwork. Delays in concrete placement due to consolidation activities will be minimized to ensure that there are no cold joints.
15.0 PRESSURE TESTING AND PRESERVICE EXAMINATION 15.1 A reactor building pressure test will be performed after de-tensioned and replaced tendons have been re-tensioned. The test will be conducted as specified in EC 75221 which incorporates the applicable, requirements of ASME Section Xl, Article IWL-5000. The IWL Responsible Engineer will authorize performance of the test.
15.2 The pressure test will be conducted at the design basis accident pressure, Pa = 54.2 psig (calculated peak containment DBA pressure), as specified in ASME Xl, prior to returning reactor building to service.
15.3 The surface of all containment concrete placed during repair/replacement activities will be visually examined in accordance with the requirements developed in' EC 75221 which incorporates the requirements of ASME Section XI, Article IWL-5250. The examinations will be done (1) prior to the.
start of pressurization, (2) at test pressure, and (3) following completion of depressurization. In addition, concrete surrounding the bearing plates of Page 17 of 27 Z21 R0 Page 20 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR all new and de-tensioned / re-tensioned tendons will be examined per ASME Section XI, Subsection IWL Section 2524.1 following the completion of depressurization. The preservice examination required by IWL-2.230 will be conducted in accordance with procedure EGR-NGGC-0015 following completion of depressurization 2. Ifthe results of the post-test and preservice examinations do not meet the acceptance standards developed by the IWL Responsible Engineer in accordance with IWL-31 10, corrective action will be taken as required by IWL-3113 and IWL-5260. (Also see PGN CR3 IWE/IWL Program Position Paper, dated 10/28/09.)
16.0 INTERFACE REQUIREMENTS 16.1 The ANII will be notified prior to starting the repair/replacement activity and will be kept informed of progress .so that necessary inspections may be performed.
17.0 HANDLING, STORING AND SHIPPING REQUIREMENTS 17.1 Materials procured for this repair activity will be handled, stored and shipped per the requirements of MCP-NGGC-0402 "Material Management (Storage, Issue and Maintenance)" and ANSI N45.2.2 - 1972 "Packaging, Shipping, Receiving, Storage and Handling of Items for Nuclear Power Stations" or under an approved vendor program.
17.2 Constituent concrete materials, will be handled and stored in accordance with the requirements in Specification CR3-C-0003.
18.0 RECORDS AND REPORTS 18.1 The preparation, submittal, and retention of records and reports of examinations, tests, and repair/replacement activities will be in accordance with the CR3 Quality Assurance Program and the requirements of ASME Section XI, Article IWA-6000.
2 A single examination can satisfy the requirements of both IWL-5250 and IWL-2230.
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PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 18.2 Records and reports indicated in this section will be filed and maintained for the service lifetime of the containment in accordance with the CR3 Quality Assurance Program and in a manner that will allowaccess by the Regulator and the Authorized Inspector.
18.3 A report for repair/replacement activities will be prepared on ASME Section Xl Form NIS-2 upon completion of all required activities associated with this repair/replacement plan. Upon completion, Form NIS-2 will be submitted to the Inspector for signature.
18.4 Records will be maintained in accordance with the CR3 Quality Assurance Program.
19.0 REFERENCES
19.1 ASME B&PV Code,Section III, Division 2 "Rules-for Construction of Nuclear Power PlantComponents." 2001 Edition with 2002 and 2003 Addenda 19.2 ASME B&PV Code, Section Xl, "Rules for Inservice Inspection of Nuclear Power Plant Components," 2001 Edition with addenda up to and including the 2003 Addenda.
19.3 10CFR 50.55a, "Codes and Standards" 19.4 ACI 301-66, "Specifications for Structural Concrete" 19.5 ACI 318-63, "Building Code Requirements for Structural Concrete" 19.6 ANSI N45.2.2 - 1972 "Packaging, Shipping, Receiving, Storage and Handling of Items for Nuclear Power Plants" 119.7 ASTM A 421, "Standard Specification for Uncoated Stress Relieved Steel Wire for Prestressed Concrete," 1965 and 1998.
19.8 ASTM A 513-69, "Standard Specification for Electric Resistance Welded Carbon and Alloy Steel Tubing" 19.9 ASTM A 514-05, "Standard Specification for High-Yield-Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding 19.10 ASTM A 519-06, "Standard Specification for Seamless Carbon and Alloy Steel Mechanical Tubing" Page 19 of 27 Z21 R0 Page 22 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 19.11 ASTM A 615-68, "Standard Specification for Deformed and Plain Billet -
Steel Bars for Concrete Reinforcement."
19.12 ASTM C 94-07, "Standard Specification for Ready-Mixed Concrete" 19.13 ASTM C 150, "Standard Specification for Portland Cement," 1967 & 2007 19.14 AWS D1.4 2005, "Structural Welding Code - Reinforcing Steel," 6th Edition.
19.15 Crystal River 3 Final Safety Analysis Report, Revision 31.2, Chapter 5.
19.16 NGGM-PM-0007, CR3 Quality Assurance Program.
19.17 CR3 ASME Section XI Inservice Inspection Program / Interval 4 / Repair &
Replacement Program, Revision 13.
19.18 NGGM-PM-0003, Corporate Welding Manual.
19.19 Specification CR3-C-0003, "Concrete Work for Restoration of the SGR Opening, in the Containment Wall" 19.20 Specification SP-5569, "Furnishing and Delivering of Structural Concrete",
23 June 71.
19.21 Specification SP-5583, "Tendons and Associated Conduit - Reactor Building", 18 Sep 68.
19.22 Specification SP-5618, "Placement of Structural Concrete", 14 Apr 72.
19.23 Procedure EGR-NGGC-0015, "Containment Inspection Program" 19.24 Procedure MCP-NGGC-0402 "Material Management (Storage, Issue and Maintenance)"
19.25 (Deleted) 19.26 Calculation S06-0006, Rev. 1, "Containment Shell Analysis for Steam Generator Replacement - Evaluation of Restored Shell."
19.27 (Deleted),
19.28 Engineering Change Package 0000063016, Rev. 3 "Containment Opening."
19.29 (Deleted) 19.30 Drawing 42i-347, Sheet 1, "Reactor Building Temporary Access Opening for SGR - Vertical & Horizontal Tendon Positions" 19.31 (Deleted) 19.32 (Deleted)
Page 20 of 27 Z21 R0 Page 23 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 19.33 (Deleted) 9.34 Precision Surveillance Corporation, "Post Tensioning System Field and Quality Control Procedure Manual for Progress Energy Florida Inc., Crystal River Nuclear Unit, 3, Steam Generator Replacement Project, Containment Building Tendon Installation", Revision 0, 29 Aug 08.
19.35 Drawing 5EX7-003-A-08, Revision 3, (Dwg key #S-001 529) 19.36 Drawing 5EX7-003-A-!09C, Revision A, (Dwg key #S-001 532) 19.37 Drawing 5EX7-003-A-09D, Revision 1, (Dwg key #S-001533) 19.338 PEERE 987, Rev. 0, "Plant Equipment Equivalency Replacement Evaluation."
19.39 Engineering Change (EC) 75000 Engineering Change REACTOR BUILDING DELAMINATION REPAIR CRACK ARREST.
19.40 Engineering Change (EC) 75218 Engineering Change 75218, REACTOR BUILDING DELAMINATION REPAIR PHASE 2 DETENSIONING 19.41 Engineering Change 75219, REACTOR BUILDING DELAMINATION/
REPAIR PHASE 3 CONCRETE REMOVAL.
19.42 Engineering Change 75220, REACTOR BUILDING DELAMINATION REPAIR PHASE 4 CONCRETE PLACEMENT.
19.43 Engineering Change 75221, REACTOR BUILDING DELAMINATION REPAIR PHASE 5- RETENSION/TESTING.
19.44 PGN CR3 IWE/IWL Program Position Paper, dated 10i28/09.
19.45 Calculation S'10-0004, "Tendon Detensioning" 20.0 BIBLIOGRAPHY 20.1 ASME QAI 2005, "Qualifications for Authorized Inspection" 20.2 ACI 309R, "Guide for Consolidation of Concrete" 20.3 ASTMrC29-07, "Standard Test Method forBulk Density ("Unit Weight") and Voids in Aggregate" Page 21 of 27 Z21 R0 Page 24 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 20.4 ASTM C 31 - 08, "Standard Practice for Making and Curing Concrete Test Specimens in the Field" 20.5 ASTM C 33, "Standard Specification for Concrete Aggregates," 1967 &
2003.
20.6 ASTM C 39-05, "Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens" 20.7 ASTM C 40-04, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete".
20.8 ASTM C 127-07, "Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate".
20.9 ASTM C 128-07a, "Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate".
20.10 ASTM C 136-06, "Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates".
20.11 ASTM C 143 - 08; "Standard Test Method for Slump of Hydraulic-Cement Concrete" 20.12 ASTM C 231 - 08, "Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" 20.13 ASTM C 1064 - 08, "Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete" 20.14 Procedure NEP-229, Rev. 4, "Guidance for Implementation and Use of ASME Section Xl Repair/Replacement Program Documents' 20.15 Procedure SP-182, Rev. 16, "Reactor Building Structural Integrity Tendon Surveillance Program" 20.16 Drawing 5EX7-003-A-09, Revision 5, (Dwg key #S-001 530) 20.17 Drawing 5EX7-003-A-09A, Revision 5, (Dwg key #S-001 531) 20.18 Title 10, CFR Part 50, Appendix J, "Primary Reactor Containment Leakage Testing for Water-Cooled Power Reactors" 20.19 NRC Regulatory Guide 1.163, Performance-Based Containment Leak-Test Page 22 of 27 Z21 R0 Page 25 of 29
PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR 20.20 NEI 94-01 , Revision Ij, IndustryGuideline for Implementing Performance-Based Option of 10 CFR Part 50, Appendix J 20.21 ANSI/ANS 56.8-1994, Containment System Leakage Testing Requirements Page 23 of 27 Z21 R0 Page 26 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR REPLACEMENT MODIFICATION AND DELAMINATION REPAIR Addendum To Containment IWL Repair Plan For The Crystal River Unit 3 Steam Generator Replacement Modification This addendum covers repairs performed following extraction of concrete test cores from the reactor building wall and addresses requirements contained in each of the 20 sections contained in the Repair Plan. Extraction, handling and testing of concretecores are covered in the coring plan and not in this addendum.
- 1. Purpose This repair plan addendum identifies requirements for concrete surface repairs performed following the extraction of test cores from the reactor building wall.
- 2. Background Concrete conditions found during the steam generator replacement work require extraction of testcores from the reactor building wall.
- 3. Activities to Be Performed This repair plan addendum covers the repair of the reactor building wall surface following the extraction of concrete test cores. The work is to be performed using grout approved by the station for repair of safety related concrete.
- 4. Applicable Code Edition, Addenda and Code Cases Repairs covered by this addendum will follow the code requirements identified in Section 4.0 of the Repair Plan.
- 5. Material Material used for work covered by this addendum will be Masterflow 928 grout, which is approved by the station for repair of safety related concrete.
- 7. Rebar Splice Quality Control Requirements Repairs covered in this addendum do not involve splicing of reinforcing.
- 8. Pre-Stressing System Quality Control Repairs covered in this addendum do not involve the pre-stressing system.
Page 24 of 27 Z21 R0 Page 27 of 29
PCHG-DESG Engineering Change 0000075218R0 CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR. REPLACEMENT MODIFICATION AND DELAMiNATION REPAIR
- 9. De-Tensioning, Removal, Replacement and Re-Tensioning of Pre-Stressing Tendons Repairs covered in this addendum do not involve the pre-stressing system. The coring, plan (not a part of this addendum) will address measures that are taken to ensure that the:
core:drill does not contact tendon ducting or tendons.
- 10. Examination of Pre-Stressing System Repairs covered in this addendum do not involve the pre-stressing system.
- 11. Examination and Testing 11.1 Examination
- a. The surface each area to be grouted will be examined to ensure that it is properly cleaned, wetted and otherwise prepared for bonding prior to grout application.
- b. Following grout cure, completed repairs will be examined for surface crackingshrinkage and bond to reactor building concrete.
11.2 Testing Grout mix specimens will be tested as specified in station Procedure MP-804 for grout repair of safety related concrete.
- 12. Acceptance Criteria Grout repair is acceptable ifthe surface is free of cracking / spalling, shows no sign of shrinkage, and is continuously bonded to the surrounding reactor building concrete.
- 13. Cutting, Removal and Reinstallation of Steel Reinforcement Rdpairs covered by this addendum do not involve cutting, removal or reinstallation of reinforcing steel. The coring plan (not a part of this addendum) will address measures that are taken to ensure that the core drill does. not contact reinforcing.
- 14. Demolition and Placement of Concrete This addendum does notcover coring and extracting of cores. It covers only the repair work needed to restore the reactor building wall following core extraction. The coring plan (not a partof this addendum) will address measures that are taken to ensure that the core drill does not contact reinforcing steel, tendon ducting or tendons. Grout Will be mixed, placedand cured as specified in station Procedure, MP-804. Placement will be in layers, if required, with appropriate surface preparation between layers to ensure bond.
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PCHG-DESG Engineering Change 0000075218RO CONTAINMENT IWL REPAIR PLAN FOR THE CRYSTAL RIVER UNIT 3STEAM GENERATOR, REPLACEMENT MODIFICATION AND DELAMINATION REPAIR
- 15. Pressure Testing and Pre-Service Examination Pressure testing following grout repair is not required by Section Xl (Repair Plan Reference 19.2). Pre-service examination of grout repairs, as required per Repair Plan Reference 19.2, will be performed following the post-SGR/Delamination repair pressure test.
116. Interface Requirements Interface requirements applicable to this addendum are identical to those in Section 16:0 of the Repair Plan.
- 17. Handling, Storing and Shipping Requirements Grout will be handled, stored and shipped as required by the procedures cited in Repair Plan Section 17.0.
- 18. Records and Reports Records and Reports addressing repair work covered by this addendumwill follow applicable requirements of Repair Plan Section 18.0.
- 19. References References listed in Repair Plan Section 19.0 apply as cited herein. The following additional references are cited only in this addendum:
19.01a MP-804 ConcreteAnchor Bolt Installation
- 20. Bibliography Referto Repair Plan.
Page 26 of 27 Z21 R0 Page 29 of 29
PCHG-DESG Engineering Change 0000075218R0 CONCRETE POUR LOCATIONS BUTTRESS BUTTRESS BUTTRESS BUTTRESS
- 2 lea13 #3 150 145 so
- 4
- 5 1
I I 75 1
I 210 I~
I I (UNO)
(UNO)
POUR 519 RB POUR 747 RB POUR 576 RB TOP OF POUR E!- 240y (UNO)
POUR 561 RB POUR 743 RB POUR 494 RB POUR55 RB(T.O.P.EL235') I TOP OF POUR L 9230 (UNO)
POUR 499 RB I POUR 737RB POUR 516RB TOP OF POUREI 210' (UNO)
POUR 452RB i POUR 722 RB I POUR 487 RB TOP OF POUR Fl 210' (UNO)
POUR 435 RB POUR 712RB POUR 475 RB TOP OF POUR Fl 190' (UNO)
POUR415RB SGR POUR700RB I POUR 497RB
,-IPOUR4_5_RB__ OPENING ____'
TOP OF POUR Fl- 190' (UNO)
POUR397RRB POUR 695 RB POUR439RB TOP OF POUR EL 180' (UNO)
POUR 381RB POUR6985 RB POUR 409 RB TOP OF POUR Fl- 170' (UNO)
POUR394RB POUR991RB POUR392RB POUR34 8 RB
-- --- ---- POUR 373RB TOP OF POUR l. 160' (UNO)
POUR~~~PU L 6' TOPOFPOURFL 140' 355RB(.OP (UNO) i POUR 311RB SPOUR334 R I '
tPOUR 335RB POUR 335RB TOP OF POUR FL. 140" I-- i i - (UNO)
TOP OF POUR FL. 130' (UNO)
I-I POUR290 RB !POUR I4 310RB FOP OPOURFIP. 110 (UNO)
POUR 291 RB I I I POUR 641 RB (T.O.P. EL 132) I POUR 282 RB POUR634RB(T.O.P. EL113') \ I (UNO)
POUR 236 RB I POUR 253 RB TOP OF POUR FL 103' (UNO)
POUR 528 RB (T.O.P. EL 103')
POUR 232 RB POUR 217 RB -8 POUR 522 RB (T.O.P. EL 98')
~j~j I ___________________________
RBCN-0014 l RBCN-0015 RBCN-0010 Z23 Page 1 of 2
PCHG-DESG Engineering Change 0000075218RO CONCRETE POUR LOCATIONS BUTTRESS BUTTRESS
- 6 #1
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NOTE 1: ADDITDONALPOURS AT THE RBCN-0012 PERSONNEL HATCH INCLUDE:
RB 535 RB 642 RB 858 RB Z23 Page 2 of 2
PCHG-DESG Engineering Change 0000075218RO Cylinder ID 7-Day Break 28- Day 28-Day Break 90-Day Break Pour Number Number 7-Day Break Average Break Average 90 Day Break Average 522 1926 5390 6650 7070 522 1926 5130 6810 6950 522 1927 5660 6830 7160 522 1927 5390 5393 7020 6828 7380 7140 528 1932 5200 6540 6920 528 1932 5390 6280 7200 528 1934 4620 6210 7040 528 1934 5360 5143 6210 6310 6830 6998 634 2064 4010 5090 5870 634 2064 4010 5150 6080 634 2065 3960 5570 6070 634 2065 4010 5480 5660 634 2066 4420 5470 5590 634 2066 4390 4133 5770 5422 6150 5903 641 2071 4100 5360 6130 641 2071 4070 5550 6210 641 2072 3910 5040 6460 641 2072 4090 5750 6540 641 2073 4090 5130 5910 641 2073 4390 5570 6280 641 2074 3870 5320 5850 641 2074 3960 4060 5520 5405 6010 6174 666 2117 4420 5840 6070 666 2117 4600 5570 6050 666 2118 4490 5820 6240 666 2118 4070 5780 6050 666 2119 4320 5590 6170 666 2119 4260 5750 6050 666 2120 4240 5570 6130 666 2120 4460 4358 5700 5703 "6230 6124 685 2157 4690 6300 6280 685 2157 4760 6190 6760 685 2158 4240 6150 6230 685 2158 4240 4483 5980 6155 6600 6468 695 2166 4690 6720 695 2166 4260 6230 6560 695 2167 4810 6330 6760 695 2167 4690 4613 6600 6470 6630 6650 700 2171 4880 6030 6600 700 2171 4930 6000 6560 700 2172 4510 6120 6670 700 2172 4490 4703 6080 6058 6690 6630 712 2181 4900 6240 6650 712 2181 4810 6190 6650 712 2182 5020 5410 7290 712 2182 5040 4943 5360 5800 7470 7015 1 of 2 1/13/2010 3:40 PM Z24R0 Page 1 of 5
PCHG-DESG Engineering Change 0000075218R0 Cylinder ID 7-Day Break 28- Day 28-Day Break 90-Day Break Pour Number Number 7-Day Break Average Break Average 90 Day Break Average 722 2196 3780 5480 7320 722 2196 3890 5480 7340 722 2197 4070 5910 7260 722 2197 4120 3965 5340 5553 7090 7253 737 2219 3640 5550 6070 737 2219 3640 5480 6260 737 2220 3750 5540 5410 737 2220 3890 3730 5410 5495 5940 5920 743 2225 4550 5470 6540 743 2225 4560 5750 6460 743 2226 4490 5680 7220 743 2226 4140 4435 6230 5783 7010 6808 Average for Buttress 3-4 4444 5848 6503 2 of 2 1/13/2010 3:40 PM Z24R0 Page 2 of 5
PCHG-DESG Engineering Change 0000075218RO Cylinder ID 7-Day Break 7-Day Break 28-Day Break 28-Day Break 90-Day Break 90-Day Break Pour Number Number strength Average strength Average strength Average 227 1314 3820 5640 6830 227 1314 3780 5660 6770 227 1315 3730 227 1315 227 1316 3890 5750 7430 227 1316 4030 3850 6130 5795 7390 7105 263 1404 3960 5360 5910 263 1404 4090 5410 6170 263 1405 4100 5500 6810 263 1405 4050 4050 5450 5430 6490 6345 296 1485 4850 5130 6150 296 1485 4810 6010 6230 296 1486 4740 5470 6280 296 1486 4790 4798 6370 5745 6720 6345 326 1527 4950 5620 6970 326 1527 4900 6230 6610 326 1528 5060 5750 6540 326 1528 5060 4993 5930 5883 6770 6723 362 1577 4350 6210 7060 362 1577 4300 4325 5800 6005 7070 7065 535 1951 4070 6030 6690 535 1951 4070 4070 5750 5890 6400 6545 642 2077 4340 5780 5750 642 2077 3860 5590 5930 642 2078 3800 5500 5940 642 2078 3960 3990 5340 5553 5960 5895 658 2107 4670 6170 6470 658 2107 4880 6150 6400 658 2108 4210 5680 5770 658 2108 4320 4520 5410 5853 6190 6208 674 2139 5060 6210 6600 674 2139 4860 4960 6120 6165 6770 6685 683 2154 4330 5850 6190 683 2154 5250 5520 7040 Z24R0 Page 3 of 5
PCHG-DESG Engineering Change 0000075218RO Cylinder ID 7-Day Break 7-Day Break 28-Day Break 28-Day Break 90-Day Break 90-Day Break Pour Number Number strength Average strength Average strength Average 683 2155 5090 6170 6670 683 2155 4460 4783 6330 5968 6420 6580 690 2162 4700 5710 5850 690 2162 4790 5480 5640 690 2163 5020 7200 7410 690 2163 4930 4860 7230 6405 7200 6525 699 2170 5060 6380 7220 699 2170 5040 5050 6990 6685 7060 7140 702 2174 4600 5390 6260 702 2174 4510 5730 6470 702 2175 4990 6300 6300 702 2175 5130 4808 5850 5818 6240 6318 713 2183 4490 6380 7020 713 2183 5080 6350 6810 713 2184 4600 6230 6880 713 2184 4440 4653 5980 6235 7060 6943 719 2191 4460 6230 7200 719 2191 4390 5980 7500 719 2192 4400 6190 7130 719 2196 4390 4410 6030 6108 7020 7213 729 2210 4320 5180 6370 729 2210 4070 5060 6900 729 2211 3960 5220 6010 729 2211 3270 3905 5520 5245 6010 6323 745 2228 4650 6400 7600 745 2228 4650 5930 6190 745 2229 4530 6210 7260 745 2229 4470 5980 7080 745 2230 4490 4900 7300 745 2230 4620 4568 5930 5892 6630 7010 749 2235 4850 6210 6540 749 2235 4240 6130 7070 749 2236 4160 5870 6720 749 2236 4390 4410 5470 5920 6370 6675 Z24R0 Page 4 of 5
PCHG-DESG Engineering Change 0000075218RO Cylinder ID 7-Day Break 7-Day Break 28-Day Break 28-Day Break 90-Day Break 90-Day Break Pour Number Number strength Average strength Average strength Average 762 2252 4720 6460 6720 762 2252 4790 broke 7020 762 2253 4330 5940 7250 762 2253 4390 6010 6050 762 2254 4240 5660 6370 762 2254 4390 4477 6360 6086 6540 6658 769 2262 4100 5840 6400 769 2262 3980 5480 6440 769 2263 4160 5310 6720 769 2263 4090 4083 5680 5578 6790 6588 Average for Buttress 1-6 4502 5890 6605 Z24R0 Page 5 of 5
PCHG-DESG Engineering Change 0000075218R0 QualityAssurance Form No: 17.1-5
- S&ME Document Transmittal Sheet Revision I Revision Date 8/24/08
- v .........
Date: November 19, 2009 S&ME Project No.: 1439-08-208 Transmittal No.: 09-208-04 Procurement Document Type: El Contract Li Purchase Order El Service Agreement El Revision El Amendment Dl Other Client: Progress Energy Florida Submitted To: Name: Craig Miller Address: Progress Energy Florida, Inc.
15760 West Powerline Street Crystal River, Florida 34428-6708 Email: craid.miller(.p..nmail.com Phone No.: (352) 563-2943 Ext. 1526 Fax No:
Document Date Rev. Copies CMTR - Core 16 (Azl35,EI 210-200, Panel M) Sample 09-147-001 11/19/09 0 1 CMTR - Core 40 (Az 210, El 210-200, Panel N) Sample 09-150-001 11/19/09 0 1 CMTR - Core 60 (Az 165, El 120-110, Panel Q) Sample 09-155-001 11/19/06 0 1 CMTR - Core 63 (Az30, El 230-220, Panrl H) Sample 09-150-004 11/19/09 0 1 CMTR - Core 65 (RB External Wall, Az 30, El 200-190, Panel Q) Sample 09-150-002 11/19/09 0 1 CMTR - Core 66 (RB External Wall, Az 30, El 180-170, Panel W) Sample 09-150-003 11/19/09 0 1 NOTHING-F November 19, 2009 Date RECEIPT ACKNOWLEDGEMENT Received by: Date:
Return a copy to:
S&ME, Inc.
John W. Coffey, Sr., Q A Manager Nuclear Projects, 1413 Topside Road, Louisville, Tennessee 37777 Phone No.: (865) 970-0003 Fax No.: (865) 970-2312 S&ME, Inc. - Knoxville 1413 Topside Road, Page lof Pagest Lousville, Tennessee 37777 Z25 Page 1 of 10
f,PCHG-DESG Engineering Change 0000075218RO qý*`&ME Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 16 (Az 135. El 210-200, Panel M)
S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in 2 sections)
Contract/P.O. No.: 373812 Amendment 8 Date Received / Tested: November 9, 2009 / November 11-18, 2009 S&ME Log No.: 09-147-001 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-06 Property Core 16 Absorption after immersion, % 6.4 Absorption after immersion and boiling, % 6.6 Bulk density, dry 2.18 Bulk density after immersion 2.32 Bulk density after immersion and boiling -2.32 Apparent density 2.54 Volume of permeable pore space (voids), % 14.4 Notes:
. Cores were received wrapped and sealed in plastic 0 Age of specimens, not provided I certify lts of tess and/or analyses to be correct as contained in the records'of S&ME, Inc.
Signed: Date: NOV 19 2009 Quality Assurance Manag Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 Z25 Page 2 of 10
PCHG-DESG Engineering Change 0000075218RO
&MANE Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 40 (Az 210. El 210-200, Panel N)
S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in 3 sections)
Contract/P.O. No.: 373812 Amendment 8 Date Received /Tested: November 10, 2009 / November 11-18, 2009 S&ME Log No.: 09-150-001 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-06)
Property Core 40-2 Remnant Core 40-3 Remnant Absorption after immersion, % 7.0 6.6 Absorption after immersion and boiling, % 7.6 7.3 Bulk density, dry 2.15 2.16 Bulk density after immersion 2.29 2.31 Bulk density after immersion and boiling 2.31 2.32 Apparent density 2.56 2.57 Volume of permeable pore space (voids), % 16.2 15.8 Notes:
" Cores were received wrapped and sealed in plastic
" Age of specimens, not provided I certify the above results of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed: Date: NOV 19 QualT~y Assurance Maear Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970.0003 Fax: 865-970-2312 Z25 Page 3 of 10
PCHG-DESG Engineering Change 0000075218RO
- *&ME Am 9%
Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 60 (Az 165. El 120-110)
S&ME Project No.: 1439-08-208 Quantity: I concrete core (shipped in I section)
Contract/P.O. No.: 373812 Amendment 8 Date Received / Tested: November 13, 2009 / November 13-19, 2009 S&ME Log No.: 09-155-001 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-08)
Property Core 60-1 Core 60-2 Absorption after immersion, % 6.3 6.5 Absorption after immersion and boiling, % 6.7 6.8 Bulk density, dry 2.12 2.11 Bulk density after immersion 2.25 2.25 Bulk density after immersion and boiling 2.26 2.26 Apparent density 2.47 2.47 Volume of permeable pore space (voids), % 14.2 14.4 Notes:
" Cores were received wrapped and sealed in plastic
- Age of specimens, not provided I cer *y-the-oresults of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed . Date: 10V - B Quaftity Assurance Ma ar Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 Z25 Page 4 of 10
PCHG-DESG Engineering Change 0000075218RO
- S&ME Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 63 (Az 30, El 230-220, Panel H)
S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in 1 section)
Contract/P.O. No.: 373812 Amendment 8 Date Received / Tested: November 10, 2009 / November 11-18, 2009 S&ME Log No.: 09-150-004 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-06)
Property Core 63 Absorption after immersion, % 6.4 Absorption after immersion and boiling, % 6.7 Bulk density, dry 2.17 Bulk density after immersion 2.31 Bulk density after immersion and boiling 2.32 Apparent density 2.54 Volume of permeable pore space (voids), % 14.6 Notes:
- Cores were received wrapped and sealed in plastic
- Age of specimens, not provided I ceply-alove results of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed:. /* Date: NOV 1 9 -2009 Q1751ify Agssrance 'lear Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003Fax: 865-970-2312 Z25 Page 5 of 10
PCHG-DESG Engineering Change 0000075218R0
- S&ME Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 65 (RB External Wall, Az 30, El 200-190, Panel Q)
S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in 1 section)
Contract/P.O. No.: 373812 Amendment 8 Date Received / Tested: November 10, 2009 / November 11-18, 2009 S&ME Log No.: 09-150-002 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-06 Property Core 65 Absorption after immersion, % 7.1 Absorption after immersion and boiling, % 7.9 Bulk density, dry 2.14 Bulk density after immersion 2.29 Bulk density after immersion and boiling 2.30 Apparent density 2.57 Volume of permeable pore space (voids), % 16.9 Notes:
" Cores were received wrapped and sealed in plastic
" Age of specimens, not provided I ce a of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed: -" Date: NOV 1 9 Ma Quality Assurance Maiy"ggf f Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 Z25 Page 6 of 10
PCHG-DESG Engineering Change 0000075218RO J&
ýWWCME IMML Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 66 (RB External Wall, Az 30, El 180-170, Panel W S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in 1 section)
Contract/P.O. No.: 373812 Amendment 8 Date Received / Tested: November 10, 2009 / November 11-18, 2009 S&ME Log No.: 09-150-003 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-06 Property Core 66 Absorption after immersion, % 6.8 Absorption after immersion and boiling, % 7.3 Bulk density, dry 2.16 Bulk density after immersion 2.30 Bulk density after immersion and boiling 2.32 Apparent density 2.56 Volume of permeable pore space (voids), % 15.8 Notes:
- Cores were received wrapped and sealed in plastic
- Age of specimens, not provided ea uts of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed: Date: NOV 19 9 Zc09 Quality Assurance er.clear Projects 1413 TopsIde Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 Z25 Page 7 of 10
PCHG-DESG Engineering Change 0000075218R0 QualityAssurance Forn No: 17.1-5 SS&ME Document Transmittal Sheet Revision I Revision Date 8/24/08 11'n- R-4 Date: PNovemnber 24, 2009 S&ME Project No.: 1439-08-208 Transmittal No.: 09-208-05 Procurement Document Type: ED Contract [] Purchase Order El Service Agreement
[_ Revision El Amendment [D Other Client: Progress Energy Florida Submitted To: Name: Craig Miller Address: Progress Energy Florida, Inc.
15760 West Powerline Street Crystal River, Florida 34428-6708 Email: craid. mi er(,p..nmail.com Phone No.: (352) 563-2943 Ext. 1526 Fax No:
Document Date Rev. Copies CMTR - Core 59 (Az1 75, East Side of Equipment Hatch Shield Wall) 11/24/09 0 1 Sample No. 09-160-001 CMTR - Core 59 (Az 175, East Side of equipment hatch Shield Wall) ASTM C 642-06 11/24/09 0 1 Sample No. 09-160-01 HING FOLLOWS November 24, 2009 Quality AT1r Date RECEIPT ACKNOWLEDGEMENT Received by: Date:
Return a copy to:
S&ME, Inc.
John W. Coffey, Sr., Q A Manager Nuclear Projects, 1413 Topside Road, Louisville, Tennessee 37777 Phone No.: (865) 970-0003 Fax No.: (865) 970-2312 S&ME, Inc. - Knoxville 1413 Topside Road, Page of Pages Lousville, Tennessee 37777 Z25 Page 8 of 10
PCHG-DESG Engineering Change 0000075218RO A,
'Ma"Oft ds
- W*agME Certified Materials Test Report Client
- Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3 - Core 59 (Az 175, East Side of Equipment Hatch Shield Wall)
S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in 1 section)
ContractlP.O. No.: 373812 Amendment 8 Date Received / Tested: November 16, 2009 / November 23, 2009 S&ME Log No.: 09-160-001 Notes:
" Core was received wrapped and sealed in plastic
" Following assignment of tests, un-wrapping and end preparation, the cores were allowed to cure in accordance with ASTM C 42 until the time of test, as requested
" Age of specimens, not provided
" Specimen was loaded to approximately 40% of the ultimate strength of 6,000-psi as provided by Progress Energy since no companion specimen was available.
Compressive Strength (ASTM C 39 and ASTM C 42)
Before Cap After Cap Length Length (in) (inl 7.2 7.4 Notes:
o Core was received wrapped and sealed in plastic
" Following assignment of tests, un-wrapping and end preparation, the cores were allowed to cure in accordance with ASTM C 42 until the time of test, as requested
" Age of specimens, not provided I certify the ab e results of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed: **Date: {A3OV2 4. Z Quality Assurance kIhaC*_.Juclear Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 Z25 Page 9 of 10
PCHG-DESG Engineering Change 0000075218RO
- 069ME Am ft Certified Materials Test Report Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3- Core 59 (Az 175, East Side of Equipment Hatch Shield Wall)
S&ME Project No.: 1439-08-208 Quantity: 1 concrete core (shipped in I section)
Contract/P.O. No.: 373812 Amendment 8 Date Received / Tested: November 16, 2009 / November 18-24, 2009 S&ME Log No.: 09-160-001 Density, Absorption, and Voids in Hardened Concrete (ASTM C 642-06 Property Core 59 Absorption after immersion, % 6.7 Absorption after immersion and boiling, % 6.9 Bulk density, dry 2.10 Bulk density after immersion 2.24 Bulk density after immersion and boiling 2.25 Apparent density 2.46 Volume of permeable pore space (voids), % 14.5 Notes:
" Cores were received wrapped and sealed in plastic
" Age of specimens, not piovided I certift._e results of tests and/oranalyses to be correct as contained in the records of S&ME, Inc.
Signed: Date: NOV 2 4 2009 Quality Assurance vMnage-eT'Juclear Projects 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: B65-970-2312 Z25 Page 10 of 10
PCHG-DESG Engineering Change 0000075218RO ARCHITECTS 330 Pfingsten Road W JE ENGINEERS MATERIALS SCIENTISTS Wiss, Janney, Northbrook, Elstner Associates, Inc.
Illinois 60062 847.272.7400 tel 1847.291.5189 fax www.wje.com January 11, 2010 Mr. Donald Dyksterhouse Progress Energy Florida, Inc.
15760 West power Line Street Crystal River, Florida 34428-6708 Re: CR3 Containment Limiting Tensile Stress WJE No. 2009.4690
Dear Mr. Dyksterhouse:
Progress Energy Florida, Inc. has asked that WJE establish a limiting tensile stress value at which concrete cracking may be expected to occur for evaluating the results of the finite element analyses that are being conducted for repair and restoration of the Unit 3 containment structure at the Crystal River facility. This letter summarizes the logic employed in development of a limiting tensile stress and provides an approach that can be employed in evaluating the results of the finite element analyses.
Tensile Strength A number of approaches are available for estimating the tensile strength of the in-situ containment concrete. We would like to use the best available estimate. Thus we think that actual current data are of greater value than projections of past data. We are aware of three sets of core strength data from the containment, with each set the average of three cores. These values are compressive strength fc = 7390 psi, splitting tensile strength fst = 615 psi and direct tensile strength fdt = 455 psi.
Because. of such issues as stresses associated with differential drying shrinkage, unintentional loading eccentricities, stress risers resulting from the coring process, etc., associated with the determination of direct tensile strength, we feel that splitting tensile strength provides a better estimate of concrete tensile strength than direct tensile strength. This opinion is shared by J. M.
Raphael in his paper entitled, Tensile Strength of Concrete and published in the March-April 1984 issue of the ACI Journal. The paper presents a correlation equation for concrete tensile and compressive strength based on a best-fit of test data. This equation is f't = 1.7 (fc ^ 2/3).
Use of this equation and the core compressive strength data above results in ft = 645 psi, which is 5 percent greater than the measured splitting tensile strength of 615 psi, but 42 percent greater than the measured direct tensile strength of 455 psi. Interestingly, use of this equation with the concrete compressive strength of 6720 psi assumed in the finite element analyses results in f't =
605 psi, or 2 percent less than the measured splitting tensile strength of 615 psi.
Headquarters &Laboratories-Northbrook, Illinois Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit I Honolulu I Houston Los Angeles I Minneapolis I New Haven INew York I Princeton I San Francisco ISeattle I Washington, DC Z26RO Page 1 of 23
PCHG-DESG Engineering Change 000007521BRO ARCHITECTS Progress Energy Florida, Inc.
WIENGINEERSW. MATERIALS SCIENTISTS January Mr. Donald 11,20 10 Dyksterhouse Page 2 Based on the above, we propose using 600 psi as the tensile strength of the in-situ containment concrete. We appreciate the fact that this value, in part, is based on a very small sample size, and strongly recommend that additional cores be removed from the containment wall between Buttresses 2 and 3 for splitting tensile strength testing to augment the existing data. However, we also note that this value is consistent with the average concrete compressive strength of 6720 psi resulting from a much larger sample.
Tensile Strength vs Modulus of Rupture As noted in the Raphael paper cited above, the difference between tests of modulus of rupture and the tensile strength of the same concrete (tensile strength is approximately 3/4 of the modulus of rupture) results from the assumption that stress is proportional to strain in the calculation of the modulus of rupture. At failure, stress is not proportional to strain in the tensile zone of the concrete and the assumption that it is results in an artificially high value for tensile stress at failure. This effect is evident in the attached Figure 1 taken from the Raphael paper, where the modulus of rupture is termed the "apparent tensile strength."
In stress states that are essentially totally flexural, use of the modulus of rupture would be appropriate as a limiting stress in evaluating the results of linear finite element analyses as they, too, implicitly assume that stress is proportional to strain. It is our understanding that for the CR3 containment, however, most of the stress is membrane and the flexural component is relatively slight. As a result, the stress gradient is far less than that for pure flexure and the assumption that stress is proportional to strain at failure is reasonably valid. We thus propose basing the limiting stress on tensile strength derived from splitting tensile data. In instances where the flexural stress component is equivalent to or exceeds the membrane component, we could develop a suitable algorithm for determination of a limiting tensile stress that essentially would modify the splitting tensile strength by a factor varying between 1.0 and 1.3.
Effects of Biaxial Stress Review of a paper by H. Kupfer, H. K. Hilsdorf and H. Rusch entitled, Behavior of Concrete UnderBiaxial Stresses and published in the August 1969 issue of the ACI Journal indicates that concrete strength under biaxial tension is almost independent of the stress ratio and equal to the uniaxial tensile. strength. However, under biaxial tension-compression the tensile strength decreases with increasing compressive stress in the normal direction. In our view, the decrease is relatively modest for compressive stresses less than or equal to the concrete uniaxial tensile strength and can probably be ignored in evaluating the finite element results. However, the decrease becomes increasingly significant with increasing compressive stresses and probably cannot be ignored in those instances where the normal compressive stresses exceed the tensile strength of the concrete.
Z26R0 Page 2 of 23
PCHG-DESG Engineering Change 0000075218RO WI E ARCHITECTS ENGINEERS SCIENTISTS MATERIALS Progress Energy Florida, Inc.
Mr. Donald 11,2010 Dyksterhouse January Page 3 Conclusions Based on the discussions above, we recommend using a limiting tensile stress of 600 psi in evaluating the potential for concrete cracking from the results of finite element analyses if the normal compressive stresses are equal to or less than this value. Instances in which the normal compressive stresses exceed 600 psi should probably be evaluated on a case-by-case basis.
Very truly yours, Wiss, Janney, Elstner Associates, Inc.
John Fraczek Senior Principal Z26R0 Page 3 of 23
PCHG-DESG Engineering Change 0000075218RO Mr. Donald Dyksterhouse ARCHITECTS Progress Energy Florida, Inc.
JE ENGINEERS MATERIALS SCIENTISTS January 11, 2010 Page 4 APPARENT
)DULUS OF TENSILE RUPTURE STRENGTH A
/
TENSILE
// B STRENGTH w
E STRAIN Figure 1. Modulus of rupture versus tensile strength Z26R0 Page 4 of 23
PCHG-DESG Engineering Change 0000075218R0 A JOURAL TEHIAL PAPER Title No. 81-17 Tensile Strength of Concrete by Jerome M. Raphael A limiting factor in the safety of mass concrete structures, such as element analysis of stresses in concrete dams during concrete arch dams under seismic loadings, is the tensile strength of earthquakes. In research sponsored by the U.S. Engi-the concrete. Tensile strength can be tested three ways: direct ten-neers using two-dimensional finite element analyses, sion, splitting tension, andflexural tests. Results of these tests differ, and results of tests made on cores taken in the field differ from re- Choprat studied the dynamic response of Koyna Dam, suits made on laboratoryspecimens. Some 12,000 individual test re- treating the water as a compressible fluid. Three-di-suits were examined to find reason for these discrepancies.Low ten- mensional finite element analyses of arch dams of the sile strength of coresfrom dams was found to be caused by drying Los Angeles Flood Control District began after 1971 shrinkage andsurface cracking. Some tests were discardedbecause of flaws in testing technique. A theoretical relationship was found be-with reanalyses of the flood control dams of that dis-tween tensile strength and modulus of rupture. Values are recom- trict. 2 The state of the art in 1983 was real-time three-mended for true and apparent tensile strength for a wide range of dimensional analysis of stresses in concrete dams, tak- I compressive strengths under static and seismic loadings. ing into account interaction of the reservoir and foun-dation. From such studies, it is apparent that the key Keywords: compressive strength; concrete dams; dynamic loads; earthquake resistant structures; flexural tests; mnas concrete; mensurement; splittlng tensile property in limiting the capacity of concrete dams dur-strength; static loads; structural analysis; tensile strength; tension tests. ing earthquakes is the tensile strength of the concrete.
This is because while maximum compressive and tensile In a number of recent investigations of the behavior stresses under seismic loading are roughly equal, com-of actual concrete dams during earthquakes, it has be- pressive strength is many times the tensile strength of come apparent that a limiting factor has been that the concrete, and the concrete will always fail in tension tensile strength of any concrete is only a fraction of its long before it approaches compressive capacity.
compressive strength. Hence, the concrete will fail in The question is: What is the tensile strength of con-tension long before it begins to be distressed in crete, and how should it be measured? A number of compression. Engineers working with reinforced con- test methods have been used to evaluate this property.
crete have simply ignored the tensile strength of the In the direct test for tensile strength, the specimen is concrete because of its low value and placed steel to gripped at its ends and pulled apart in tension; tensile pick up the entire tensile load. Engineers working with strength is failure load divided by area. In the splitting dams must rely on the tensile strength of concrete un- tension test, a cylinder is loaded in compression on two der earthquake conditions as it is impracticable to diametrically opposite elements, failing in tension on specify the enormous quantities of steel needed to resist the plane between the loaded elements. In the modulus the tensile forces in a dam. Therefore, dams are gener- of rupture test, a rectangular beam is loaded at the ally unreinforced. center or third points and fails in bending, with the Literature has numerous reports of tests of tensile computed tensile stress at failure load called the mod-strength of concrete under different test methods and ulus of rupture. Unfortunately, each method seems to conditions, with a confusing variety of results. It is the have its own characteristic result. Many engineers as-purpose of this paper to make order out of this confu- sume that the direct tensile strength of concrete is about sion so that tensile strength of a given concrete can be 10 percent of its compressive strength; splitting tensile predicted reliably. strength is about the same, perhaps one percent State of the art in analysis Received May 5, 1983, and reviewed under Institute publication policies.
The Koyna earthquakeof December 11, 1967, and Copyright © 1984, American Concrete Institute. All rights reserved, including the making of copies unless permission is obtained from the copyright propri-the San Fernando earthquake of February 9, 1971, both etors. Pertinent discussion will be published in the January-February 1985 ACt resulted in significant advances in the dynamic finite JOURNAt. if received by Oct. I, 1984.
158 ACl JOURNAL / March-April 1984 Z26R0 Page 5 of 23
PCHG-DESG Engineering Change 0000075218R0 I
PJerome M. Raphel, FA CI, has been a member of A C1 since 1934, He has worked almost exclusively on large concrete dams with the U.S. Engineersand the U.S. Bureau of Reclamation until 1953 and since then as a consulting civil engineer while on the faculty of civil engineering at the University of Califor-nia at Berkeley. On his retirement in 1979, he was appointed professor emeri-tus of civil engineering and continues with research and consultation on studiev of large concrete dams. He is a past chairman of A C! Committee 209, Creep and Shrinkage in Concrete, and is a member of ACl Committee 207, Mass Concrete.
'ZE-500
-no goo (700)
- 1 A o (Go) - . ::,-
stronger; and modulus of rupture is about 15 percent of 00 go.4 compressive strength. Examination of actual test re-sults from almost 12,000 specimens shows that there is little basis for assuming a linear relationship between oo .tO) "A,4v'a tensile and compressive strength, by whatever measure- ILL io:
00 - ssnuntt nu ment means.
Ut l g yt " a
- WrLEu aacnO0n Measurements of tensile strength ° ** "sI 1 " vo_h _ _l-ts- -.
While many results of laboratory tests for tensile 00000 noon noo 7000 8000 0on soon 4000 2000 strength, modulus of rupture, and compressive strength an 30 So0t ton (soo1 (snot (6on) of concrete have been published, only a very few in- cOMPREsSIl E STRENGTH- psi ( kg/cm'l) stances are available where all three properties of the same concrete have been tested in one laboratory. Four Fig. i--Relation between modulus of rupture, tensile sets of data, representing tests spread over nearly 40 strength, and compressive strength of conCrete years, are described next.
Gonnerman and Shuman, 19281, tested 1760 moist-distinct from all the tensile strength points, being about cured 6 in. (152 mm) diameter cylinders and 7 x 10-in.
(178 x 254-mm) beams using concretes with compres- a third higher in value. Next, the Gonnerman and Shu-sive strengths varying from 200 to 9200 psi (1.4 to 63 man tensile strength data have lower values than those MPa). Tensile strength was determined on 6 x 18-in. for the remaining three investigators by about 20 per-(152 x 457-mm) cylinders held at the ends by bolted cent. Considering that the end conditions of the Gon-steel strap grips with leather friction surfaces. nerman and Shuman tensile test specimens combine compression from the bolted grips with tension from Walker and Bloem, 1960', related splitting tension the testing machine, a condition shown by Rt~sch'2 to and modulus of rupture to compressive strength of 576 result in failure at less than either maximum tensile or laboratory concrete specimens using various sized ag-gregates and water-cement ratios, all moist cured and compressive strength, these specimens are eliminated all either 6-in. (152-mm) cylinders or 6 x 6-in. (152 x from further consideration.
Now consider tests of actual concrete from dams'. In 152-mm) beams.
Grieb and Werner' reported in 1962 on tests of more the past few years, a number of dams in service have than 600 specimens made during a 10-year period been reexamined to determine their safety in an earth-(1951-1961) using concrete made of natural, crushed, or quake. Fig. 2 shows averaged results of over 500 6-in.
lightweight aggregates to a maximum size of 1.5 in. (38 (152-mm) cores taken from 14 concrete dams on the mm). Compression and splitting tension specimens were West Coast. The splitting tension tests show strengths 6 x 12-in. (152 x 254-mm) cylinders, and flexural tests averaging about ten percent of compressive strength were made on 6 x 6 x 21-in. (152 x 152 x 533-mm) and direct tensile strength about half that value. The beams. five and ten percent line are not intended to be the ac-In 1965, Houk' studied 324 specimens made from a tual functions for these data but give a basis for com-variety of mass concrete mixes of somewhat lower parison.
strength, including a number of cements and pozzo- When it was first noted that field concrete cores lanic admixtures, in connection with the concrete for seemed only half as strong in tension as laboratory the construction of Dworshak Dam. His tensile speci- concrete, the test methods were suspected. The earliest mens were 6 in. (152 mm) square prisms with the load tests at the University of California were made by applied through 3/ in. (19 mm) diameter steel rods bonding steel plates to the ends of the cylindrical core embedded on the center axis. Compression specimens and applying load to the plates. Considering that the were 6 x 12-in. (152 x 254-mm) cylinders, and flex- changes in stiffness between steel and concrete might ural specimens were 6 in. (152 mm) square prisms. somehow have introduced a concentrated stress that For all these tests, representing a wide variety of weakened the core, a new test method was tried. Epoxy concretes, values of tensile strength and modulus of was used to build up the ends of the core to a dumbbell rupture have been plotted against compressive strength shape, and steel plates were bonded to the enlarged in Fig. 1. In this figure, three distinct families of data ends. All these dumbbell specimens broke in the origi-can be seen. First, all the modulus of rupture points are nal center section, but there was no change in the pre-ACl JOURNAL / March-April 1984 159 Z26R0 Page 6 of 23
PCHG-DESG Engineering Change 0000075218R0 Boo i 2 I
3 4 5 6INCHES o00 LU I--
MODRYING RAIME 60 40 F-z 20 Z
- E MOISTURE GRADIENT Fig. 3-Drying shrinkage of a 6-in. cylinder 1000 2000 3000 4000 5000 6000 7000 Cr00) ZOO) 300) (400)
COMPRESSIVE STRENGTH - psi (kg/cml) mens were stored moist and tested moist. No cracks Fig. 2- Tensile strength versus compressive strength of could have formed, and they tended to show true ten-concrete cores sile strength.
viously observed result of only half the tensile strength Splitting tension test of laboratory concrete. Now consider the splitting tension test. Prior to fail-The chief difference between the laboratory speci- ure, 0 there is a biaxial compression region immediately mens and the field specimens was in their curing his- below the region of application of the load which, while tory. Laboratory specimens were routinely kept in a highly stressed, has great resistance to failure because moist atmosphere until testing. Field specimens, repre- of its confined state. For the greatest part of the loaded senting mass concrete kept moist by virtue of its mass, axis, a nearly uniform tensile region exists, and at fail-seemed to have been allowed to dry out at some time ure, the cylinder usually splits neatly on that axis, the between removal and testing. The importance of this failure going through aggregate as well as mortar. Ten-drying period is explained below. sile strength is computed as Fig. 3 shows three stages in the drying of a 6 in. (152 mm) diameter concrete cylinder. Since drying obeys the 2P same physical laws as cooling, these curves have been frLD drawn from plots for variation of temperature with time published by the U.S. Bureau of Reclamation,' where using the value of 0.0001 ft' per day for drying diffu- = splitting tensile stress, psi (or MPa) sivity as suggested by Carlson.' After only one week of P = total load at failure, lb (or N) drying, the surface is completely dry, but drying one L = length of cylinder, in. (or mm) inch from the surface has only begun. The relation be- D = diameter of cylinder, in. (or mm) tween shrinkage and drying is linear; shrinkage is di-rectly proportional to drying. Thus, the surface con- Any surface cracks caused by shrinkage are likely to crete-could attain 100 percent of its ultimate shrinkage be in the compression region and are not likely to af-if it were not restrained by the moist concrete at the fect the behavior of the concrete in the tensile region.
center 4 in. (100 mm) of the cylinder. As it is, the cyl- Hence, the splitting tension test will not be affected by inder is on the average still 80 percent moist, and the surface drying and should give the actual tensile shrinkage. Since the potential for drying shrinkage might be as much as 800 millionths for a concrete with Flexural test a natural gravel aggregate, the surface strain could be Now consider the bending test, standardized by 640 millionths, which is equivalent to 2500 psi (17 MPa) ASTM as ASTM C 78, Standard Test Method for tension. Since this far exceeds the tensile strength of the Flexural Strength of Concrete (Using Simple Beam concrete, minute surface cracks will form extending in- With Third-Point Loading).' Looking back at Fig. 1 ward from the surface, perhaps as much as a V2 in. (12 which shows test results of modulus of rupture and mm). Thus, it is no wonder that the dry cores exhibited tension tests plotted against the compressive strength of low tensile strength; they were already partially .concrete, the modulus of rupture is clearly seen to be 30 cracked. On the other hand, all the laboratory speci- to 50 percent higher than the tensile strength for all 160 ACl JOURNAL / March-April 1984 Z26R0 Page 7 of 23
PCHG-DESG Engineering Change 0000075218R0 IP
- W (25)L 300
" (20) MODULUS OF RUPTURE V)
U, W (15) 200 110) 100-STRAIN DISTRIBUTION STRESS DISTRIBUTION 0 Fig. 5-Flexuralfailure of a rectangularconcrete beam 25 50 75 100 (25 15.
MICROSTRAINS mode in concrete, not the elastic mode. Such an equa-tion will now be derived.
Fig. 4-Stress-strain diagramsfor tensile failure Fig. 5 shows the general conditions of the third-point flexural loading test for modulus of rupture, and the compressive strengths. Both tests measure tensile variation of strain over the depth of the beam in the strength, so why the discrepancy? highly stressed midsection, straight line all the way to The modulus of rupture is measured by a derivation failure. The stress distribution varies linearly in the of the beam equation f = Mc/L In the case of third- compression region of the beam and reflects the stress-point loading, which is the loading usually employed strain diagram for that particular concrete in the tensile region. This is because the beam is failing in the tensile region but is stressed to a fraction of its ultimate PL 2 strength in the compressive region. The actual shape of bd the tensile stress-strain curve reflects to some extent the strength of the concrete, since stress-strain curves for where higher strength concretes seem to have sharper crests f, modulus of rupture, psi (or MPa) than for lower strength concretes. Thus, the magnitude P load at failure, pounds (or N) and position of the resultant tensile force will vary L span length, in. (or mm) slightly with individual concretes.
b width of beam, in. (or mm) While many attempts have been made to quantify the d depth of beam, in. (or mm) magniture and position of the resultant force under the curved stress diagram, the simple rectangular stress This is an equation derived from elastic theory, as- diagram proposed by Whitney" in 1937 has gained suming elastic behavior of concrete to the point of fail- widest acceptance, at least in the United States.`'-
ure. This is far from the actual state of affairs at the Thus, as a first approximation to evaluating the maxi-time of the failure of the concrete beam. mum tensile stress at failure, assume that the neutral Fig. 4 shows nine stress-strain diagrams for tensile axis remains at the centroid of the section, as is as-failure tests of concrete cores from three dams. While sumed when computing the modulus of rupture under the scales differ by a factor of ten, there is marked elastic conditions, and replace the curvilinear tensile similarity in the shape of the curves to the familiar stress diagram by a simple rectangular stress diagram stress-strain diagram for compression of concrete. No with the same dimensional constraints proposed by diagram is linear to failure, but all are marked by grad- Whitney. The magnitude of tensile stress in the stress ually increasing deformations above 50 percent of their block is 0.85 f, where f, is the maximum tensile stress, respective tensile strengths. What is needed for flexural and this block extends over only 85 percent of the ten-failure is an equation representing the actual failure sile region. The magnitude of the tensile force can be ACI JOURNAL I March-April 1984 161 Z26R0 Page 8 of 23
PCHG-DESG Engineering Change 0000075218R0 (50) 900 700 (60)
E
,, 800 * .,v .
600 ,
(401 (50) 700 500 iJ o130) o5) o 400 (. 600 Cr 140) w 0 6 500 3000: 00 (20) 1)00) 00 00 L 1.7 f," c 30) o 400 X
(10) S TENSILE STRENGTH Z 300 - . GONNERMAN 6 SHUMAN I0o o/4 MODULUSOF RUPTURE ,20)
- WALKER a BLOEM 2.3If i HOUK I-Wu 200 U, - GRIEB 5, WERNER 5000 6000 7000 -O 10O 200*0 000 (100) (200) (300) (400) z ()
COMPRESSIVE STRENGTH - psi (kg/cm2) ,- tooI00 I
Fig. 6---Tensile strength versus compressive strength by 1000 2000 3000 4000 5000 6000 7000 Iwo types of test 1100) (200) (300) (400) 2 COMPRESSIVE STRENGTH - psi (kg/cm )
Fig. 7-Modulus of rupture versus compressive evaluated as T = 0.85 f x b x 0.425 d = 0.361 fbd. strength The length of arm is 0.333 d + 0.287 d = 0.620 d.
Thus, the internal moment is M = 0.361 fbd x 0.62 d Equations of curves 2 When fitting a mathematical function to experimen-
= 0.224fbd' orf = 4.46 m/bd tal data with a wide distribution as in typical concrete experiments, one has the choice of working either with Since the average or choosing a safe value such that a mini-mum number of tests will fall below the chosen equa-P L =x PL M = -- tion. In this paper, averages are used for two reasons.
2 3 6 In setting the strength of concrete for new construc-tion, the distribution of test values above and below the f,= 4.46
- PL - 0.744-- PL mean is taken into account by the concrete mix de-6 bd2 bd2 signer when he sets the average mix strength higher than the required design strength by a factor depending For the elastic case, as was stated above on expected quality control. Therefore, to use the safe value here would compound safety factors. When ana-f, =
PL lyzing existing structures, average strength and elastic bd2 properties are assumed. Since most concrete structures are highly indeterminate, any local weakness in the In a second approximation for determining the f,/f concrete will be reflected in lower elastic modulus and ratio, the neutral axis was allowed to move upward un- lower stress, and vice versa, so the stresses tend to av-til the tensile and compressive forces were in balance. erage out.
For this case, a similar analysis showed that f, = 0.73 The values of modulus of rupture are plotted against fl. compressive strength for all four sets of data in Fig. 7.
Comparing these equations, it can be seen that ten- It can be seen that they all merge into one consistent sile strength can be measured in a flexural test, but its family of data. A curve that fits these data can be ex-value is about three-fourths of the modulus of rupture, pressed as which is the value derived by the elastic analysis of the data. With this in mind, Fig. 6 has been redrawn from f = 2.3flY'inpsi Fig. I with hollow dots representing tensile strength measured by the tension test, and solid dots represent-and ing tensile strength as three-fourths the results of the modulus of rupture tests. It can be seen that the two families of data merge to a fairly consistent pattern. f = 0.95f," in kg/cm2 162 ACl JOURNAL I March-April 1984 Z26R0 Page 9 of 23
PCHG-DESG Engineering Change 0000075218R0 Fig. 8 is a plot of tensile strength versus compressive 700 r strength for the Walker and Bloem, the Grieb and Werner, and the Houk data. The Gonnerman and Shu- 600 man data were not plotted because of failure in experi- (40) f.
E mental techniques previously described. An equation 500 that relates these tensile and compressive tests is 213 (30) f = 1.7f, inpsi 400 w
and 1300 i(20) z 3 2 f = 0.7fY1 in kg/cm -J ii200 Z f WALKER NBLOEM
/t* o/ HOUK It must, therefore, be concluded that direct tensile tests are very sensitive to technique in both testing and (00 0 GRIEB a WERNER care of the specimens. The splitting tension test is most forgiving of slight periods of drying during preparation 0 (000 2000 3000 4000 5000 6000 7000 of specimens for test, seems least dependent on testing (lOO) (2001 13OO) (400) 2 technique, and gives reproducible results from a variety COMPRESSIVE STRENGTH - psi (kg/cm )
of laboratories.
Fig. 8- Tensile strength versus compressive strength Dynamic loading A number of authors have shown that the apparent quake increases compressive strength an average of 31 compressive strength of concrete varies with the speed percent and increases tensile strength an average of 56 of testing; the faster the test, the greater the load re- percent. These values can be compared with the 33 per-quired to break a concrete cylinder. Perhaps the most cent commonly allowed for earthquake loadings by 1
comprehensive series of tests were Hatano's" ' in which most American building codes.",6 concretes were tested to failure in tension and compres-sion at a number of speeds ranging from a few hun- Tensile strength to be used in structural analysis dredths of a second to hundreds of seconds. In all We now come to the heart of the matter: What ten-cases, increasing the speed of loading resulted in in- sile strength should be ascribed to mass concrete creases in both strength and elastic modulus. This fac- stressed in tension under a seismic load? It has been tor seems to be more marked in tension tests than in shown that direct tension tests can be in error by as compression tests. much as 50 percent if the cores are not treated very When the advent of the computer made it possible to carefully and kept from drying. Splitting tension tests perform dynamic finite element analyses of the behav- are the least subject to modification due to storage ior of dams during earthquakes, concrete testing was problems. If we are interested in knowing the true ten-modified to reflect the actual speed with which con- sile strength of concrete, the values from the splitting crete in a dam could be stressed from zero to maximum tension test are the most reliable.
stress. The next question that arises is: Is this what we need If a dam were to vibrate at, say 5 Hz, a complete to compare with the tensile stresses in the dam pro-stress cycle would last only one-fifth of a second, and duced by the computer? To answer this question re-concrete would reach its maximum stress in one-fourth quires considering the actual method by which the of a cycle, say 0.05 seconds. Testing machines are maximum stresses in the dam are computed.
available that can load specimens at this rate, and re- Present day stress analyses are nearly all some var-cording oscillographs are used to record stress-strain iant of the finite element method and, for practicabil-diagrams for these rapid tests. Table I shows some re- ity, assume a constant modulus of elasticity. The actual sults of tests of cores from five western dams. It can be operation of the method involves a strain analysis, since seen that the rate of loading characteristic of an earth- compatibility of deformation of the individual ele-Table 1 - Effect of speed of loading on strength Direct tensile Splitting tensile Compressive strength. Dsi strength. psi strength, psi I- -, - ________ S Dam Slow I Fast I Factor Slow I Fast Factor Slow I Fast I Factor II Crystal Springs 203 337 1.66 490 640 1.31 4500 5930 1.32 Big TujungaA 139 225 1.62 440 - - 3540 4070 1.15 Big Tujunga B 217 397 1.83 5320 5970 1.12 Santa Anita 224 373 1.53 440 650 1.48 4520 5810 1.29 Juncal 462 723 1.56 4420 6740 1.52 Morris J 474 694 I 1.46 5290 7780 1.47 Average j 1.66[ 1.45 1.31 Grand average all tensile factors = 1.56.
ACl JOURNAL I March-April 1984 163 Z26R0 Page 10 of 23
PCHG-DESG Engineering Change 0000075218RO APPARENT MODULUS OF TENSILE RUPTURE E (120)
STRENGTH A '1(600 3.4 fc 23
.,r
//
(_100) 1200 2.6
- (801 2.3 z
Wi (60) cr 800 1.7 F-(n U)
(401 V) 400 I--
E I
0 2000 4000 6000 8000 10000 1100) (200) 1300) (400) (50)0 (600) 2 COMPRESSIVE STRENGTH - psi (kg/cm
)
Fig. JO-Design chart for tensile strength der seismic loading should be the value determined as STRAIN modulus of rupture, augmented by the multiplier found appropriate by dynamic tensile tests, or about 1.5.
Fig. 9-Apparent tensile strength Fig. 10 presents four recommended plots of tensile strength as a function of compressive strength, to be used depending on need. The lowest plot f, = 1.7 fc3'3 ments is the key to the analysis. When equilibrium of represents actual tensile strength under longtime or forces and deformation is attained, the strains are con- static loading. The second plot f, = 2.3 fY is also for verted to stress through the elastic modulus. static loading, but takes into account the nonlinearity The important point in concrete dam analysis is that of concrete, and is to be used with finite analyses. The a linear analysis is being used on a material that be- third plot f, = 2.6 fc?3 is the actual tensile strength of haves nonlinearly. As shown in Fig. 9, the linear anal- the concrete under seismic loading, and the highest plot 3
ysis will predict stress A at failure, whereas the mate- f = 3.4fI' is the apparent tensile strength under seis-rial for the same strain will only be stressed to B. The mic loading that should be used with linear finite ele-Bureau of Reclamation, 1980,"* postulated a conver- ment analyses.
sion factor based on observed ratios of A to B of 1.20.
This factor has been used in a number of analyses in Conclusions setting required concrete strength from computed 1. Tensile strength of concrete is a constant quantity maximum tensile stresses. Observed values of tensile that can be measured by three types of tests if care is strength augmented by the factor have been termed by taken handling specimens and allowance is made for Dungar, 1981,'" "Apparent Tensile Strength" and the mode of failure.
compared directly with tensile stresses computed in 2. Direct tension test is difficult to accomplish and is stress analyses. subject to large errors if the specimen is allowed to sur-An experimental method exists by which this appar- face dry.
ent tensile strength can be measured directly and accu- 3. The splitting tension test is easiest to accomplish rately. Use of the flexural test, together with its usual and gives the most reliable results.
linearly derived modulus of rupture, accomplishes this. 4. The modulus of rupture test gives consistent re-This is essentially a test to failure dictated by the tensile sults in a variety of laboratories and gives the value that strength of the concrete but with the strength com- can be used directly with results of a finite element puted as though the material were elastic, exactly the analysis.
conditions of the finite element analysis. This direct 5. Tensile strength can be computed from modulus measurement cuts through all the uncertainties of the of rupture by multiplying by a factor which takes into relationship between tensile and compressive strength, account the shape of the specimen and the mode of and the appropriate multiplier to take care of the non- failure. The factor is 3/4 for rectangular cross sections.
linearity of the material. The test can be performed on 6. All values of tensile strength should be increased cores as well as prisms if reasonable care is taken to by 50 percent when used with seismic loadings.
prevent drying out of the cores during transportation. 7. The apparent tensile strength of concrete under Thus, it is recommended that the tensile strength of seismic loading is twice its splitting tensile strength un-concrete for judging the safety of a concrete dam un- der normal loading.
164 ACl JOURNAL / March-April 1984 Z26R0 Page 11 of 23
PCHG-DESG Engineering Change 0000075218R0 REFERENCES 10. Carneiro, Fernando L. L. B., and Barcellos, Aguinaldo,
- 1. Chakrabarti, P., and Chopra, A. K., "Earthquake Analysis of "Tensile Strength of Concretes," RILEM Bulletin (Paris), No. 13, Gravity Dams Including Hydrodynamic Interaction," International Mar. 1952, pp.97-127.
Journal of EarthquakeEngineering and Structural Dynamics, V. 2, 11. Whitney, Charles S., "Design of Reinforced Concrete Mem-1973, pp. 143-160. bers Under Flexure or Combined Flexural and Direct Compression,"
- 2. Clough, R. W.; Raphael, J. M.; and Mojtahedi, S., "ADAP- ACI JOURNAL, Proceedings V. 33, No. 4, Mar.-Apr. 1937, pp. 483-A Computer Program for Static and Dynamic Analysis of Arch 498.
Dams," Report No. EERC 73-14, Earthquake Engineering Research 12. Kupfer, Helmut; Hilsdorf, Hubert K.; and Ritsch, Hubert, Center, University of California, Berkeley, June 1973, 170 pp. "Behavior of Concrete Under Biaxial Stresses," ACI JOURNAL,Pro-
- 3. Gonnerman, H. F., and Shuman, E. C., "Compression, Flex- ceedings V. 66, No. 8, Aug. 1969, pp. 656-666.
ural and Tension Tests of Plain Concrete," Proceedings, ASTM, V. 13. Hatano, T., and Tsutsumi, H., "Dynamic Compressive Defor-28, Part I1, 1928, pp. 527-364. mation and Failure of Concrete Under Earthquake Load," Technical
- 4. Walker, Stanton, and Bloem, Delmar L., "Effects of Aggregate Report No. C-5904, Technical Laboratory of the Central Research Size on Properties of Concrete," ACt JOURNAL, Proceedings V. 57, Institute of the Electric Power Industry, Tokyo, Sept. 30, 1959, 30 No. 3, Sept. 1960, pp. 283-298.
PP.
- 5. Grieb, W. E., and Werner, G., "Comparison of the Splitting
- 14. Hatano, T., "Dynamic Behavior of Concrete Under Impulsive Tensile Strength of Concrete with Flexural and Compressive Tensile Load," Technical Report No. C-6002, Technical Laboratory Strengths," Public Roads, V. 32, No. 5, Dec. 1962, pp.97-106.
of the Central Research Institute of Electric Power Industry, Tokyo,
- 6. "Concrete Aggregate and Concrete Properties Investigations, Nov. 5, 1960, 15 pp.
Dworshak Dam and Reservoir," Design Memorandum No. 16, U. S.
Army Engineer District, Walla Walla, 1965, pp. 203-212. 15. Uniform Building Code, International Conference of Building
- 7. "Cooling of Concrete Dams," Bulletin No. 3, Final Reports, Officials, Whittier, 1982, p. 125.
Boulder Canyon Project-Part VII, Cement and Concrete Investiga- 16. ACI Committee 318, "Building Code Requirements for Rein-tions, U. S. Bureau of Reclamation, Denver, 1949, p. 73. forced Concrete (ACI 318-77), American Concrete Institute, Detroit,
- 8. Carlson, Roy W., "Drying Shrinkage of Large Concrete Mem- 1977, p. 29.
bers," ACI JOURNAL, ProceedingsV. 33, No. 3, Jan.-Feb. 1937, pp. 17. "Feasibility Design Summary, Auburn Dam, Concrete Curved-327-336. Gravity Dam Alternative (CG-3),"'Water and Power Resources Ser-
- 9. "Standard Test Method for Flexural Strength of Concrete (Us- vice, U. S. Bureau of Reclamation, Denver, Aug. 1980, p. 26.
ing Simple Beam With Third-Point Loading)," (ASTM C 78-75), 18. Dungar, R., "El Cajon Hydroelectric Power Plant, Arch Dam 1981 Annual Book of ASTM Standards, Part 14, American Society Final Design, Static and Dynamic Stress Analysis," Motor Colum-for Testing and Materials, Philadelphia, pp. 38-44. bus Consulting Engineers, Baden, May 1981. p. 25.
ACl JOURNAL / March-April 1984 165 Z26R0 Page 12 of 23
PCHG-DESG Engineering Change 0000075218RO TITLE NO. 66-52 Behavior of Concrete Under Biaxial Stresses By HELMUT KUPFER, HUBERT K. HILSDORF, and HUBERT RUSCH Experimental studies into the biaxial strength of tension are available. One of the major problems concrete are reviewed and technical difficulties en- in conducting tests on concrete subjected to countered in the development of a suitable test biaxial stresses is the development of a well setup are discusssed. A new testing apparatus is described which allows testing of concrete speci- defined and uniform biaxial stress state in the mens under various biaxial stress states. Results of specimen. It is believed that the discrepancies an investigation for which this equipment was used between test results from different sources often are reported. The test data indicate that the can be traced back to unintended differences in strength of concrete under biaxial compression, the stress states which have been developed in
= s._, i*s only lb percent larger than under uniaxial compression. Tests in the region of com- the test specimen; bined compression and tension confirmed previ- In this paper previous investigations will be ously obtained data. The biaxial tensile strength of reviewed briefly. A new test apparatus will be concrete is approximately equal to its uniaxial described and tests on concrete specimens sub-tensile strength.
Keywords: biax;al stresses; compressive strength; jected to biaxial stresses will be presented which concretes; plain concrete; research; strains; cover the entire range of stress combinations from stresses; stress-strain relationships; tensile strength; biaxial compression to biaxial tension.
test equipment.
REVIEW OF PREVIOUS INVESTIGATIONS Previous tests into the behavior of concrete under biaxial stresses can be subdivided into three groups depending on the type of specimen used.
- STUDIES OF TIlE BEHAVIOR of concrete under Concrete cubes or plates were used for studies multiaxial stress states are essential to develop a of the biaxial compressive strength of concrete by 4
3 universal failure criterion for concrete. More- Fdppl,' Wbstlund,- Glomb, Weigler and Becker, 5 0 7 over, they are important for the design of various Iyengar, Vile, and Robinson. Fdppl showed that types of concrete structures: biaxial stresses act a prismatic specimen subjected to uniaxial or in the shear region of flexural members as well biaxial compressive loads may be confined along as in shells, plates, and various containment its loaded surfaces due to friction between the structures. It is, therefore, not surprising that bearing platens of the testing machine and the numerous experimental investigations into the concrete. It is well known that such restraint may strength of concrete under biaxial stress states result in an increase of the apparent strength of have been conducted during the past 60 years. Un- the test piece. Fbppl, therefore, tried to eliminate fortunately, the test data reported by various confinement by applying a lubricant to the loaded investigators deviate from each other consider- surfaces of the specimen. He showed, however, ably. Furthermore, most studies have been limited that such treatment may lead to the opposite to tests in the range of biaxial comptession, and effect: soft packings or lubricating agents be-no data on the behavior of concrete under biaxial tween specimen and bearing platen cause lateral 656 ACl JOURNAL / AUGUST 1969 Z26R0 Page 13 of 23
PCHG-DESG Engineering Change 0000075218R0 Pd= uniaxiaol strength of specimens Pd of some size Pd e dHelmut Kupfer is a research associate at the Engineering Materials Laboratory, Technical University, Munich, Germany.
He graduated in civil engineering at the Technical University, Korni(Ref. 15) Munich, in 1962.
McHenry, P.. " ACI member Hubert K. Hilsdorf is professor of civil en-1 - 10 0.9 Pd gineering, University of Illinois, Urbana, 1ll. He was formerly Bresler, Pister a senior research engineer at the laboratory for buildings Iyengor../ i/ / i/ Wotund Ra.2) I (Re5 13) materials, Technical University of Munich. He received his e 11 Id (f.;O Idoctorate degree of engineering from the Technical University
(,e. / / .0.5_ ecerlef) of Munich and has authored many papers on shrinkage and g . " -creep, fatigue and tensile behavior of concrete, properties
,I
- i Iof masonry and testings techniques. Current!y, Dr. Hllsdorf
/ip
\/; .
o (Ref.1 Iis a member of ACI Committee 104, Notation, Committee 201, Concrete Durability and Committee 215, Fatigue of Fdpplcte(efdSu Concrete.
__,_
- _(lubricated end surfaces) _0 Honorary ACI member Hubert Rusch has been professor
- / and director of the Engineering Materials Laboratory, Tech-
- i. . / ncal University, Munich, Germany since 1948. His profes-Vile (Ref. 6 .5 sional experience includes structural design work with Dycker-VlR . hoff u. Widmann in Europe and South America. He has played an active part in reinforced concrete research, in the development of shell structures for which he received the 9 .Longstreth Medal prior to World War I inn, prestressed I-concrete and in precast construction. He Is the author of P~d numerous technical papers. In 1962, he was recipient of the ACI Wason Medal. Currently, he is president of the European Fig. I-Biaxial strength of concrete-review of previous Concrete Committee.
investiaafions tensile stresses and a nonuniform stress distribu-tion in the specimen resulting in a reduction of its apparent strength. Later investigators have con- -. g tinued to use test setups with conventional bear- Ci4. 10.
ing platens and in some instances employed vari- , 4.
ous surface treatments of the concrete or soft ..-
packings between the bearing platens and the 1...
specimen to eliminate restraint. The strength values obtained for the case of equal compression .
in both principal directions, oy =-r, vary from 80 -1 to 350 percent of the uniaxial compression strength of an identical test piece. Some of these .g*r4 test results are summarized in Fig. 1. In Refer- 1?1i ence 8 it is shown that friction between test t*fi"ts specimen and bearing platens not only causes t*4*i5 -
confinement of the concrete, but that part of.the applied load may be sustained by the bearing platens which enclose the test specimen. If the 'rt load sustained by the bearing platens is not taken into account in determining the concrete stress, . ..
the strength of the test specimen will be over-estimated.
Biaxial compressive stresses ao = (2 can be r.
generated by subjecting a cylindrical specimen to hydrostatic pressure in radial directions. This 0
approach was used initially by KArmAn and a-Blker"' in tests on marble. Richart, Brandtzaeg, 5 2 and Brown" and later Fumagalli' applied this procedure to tests on concrete. To develop a truly biaxial stress state, restraint of the cylinders in the longitudinal direction must be avoided. At ; f¶ J%, . = ...
the same time penetration of the pressure fluid intoe cacks or ponetres on th uraeof the courete f Fig. 2-Brush bearing platens; dimensions of filaments:
into cracks or pores on the surface of the concrete 553x mm (0.195 x 0.118 in.); spacing of filaments: 0.2 must be prevented, e.g., by placing the specimen mm (0.008 in.)
ACI JOURNAL/ AUGUST 1969 657 Z26R0 Page 14 of 23
PCHG-DESG Engineering Change 0000075218RO into a suitable membrane. Both of these require- A more detailed review of previous investiga-ments may not always have been satisfied in tions has been presented e.g., in Reference 8.
previous tests. This was realized by Richart, In this review it is concluded that square con-Brandtzaeg, and Brown who limited their conclu- crete plates subjected to in-plane loading appear sions to the statement that "the strength of the to be suitable specimens to determine the biaxial concrete in two dimensional compression was at strength of concrete over the entire range of least as great as the strength in simple com- biaxial stress combinations. It is proposed to load pression." such specimens without restraint by replacing the Hollow cylinders subjected either to torsion solid bearing platens of conventional testing ma-and axial compression or to internal hydraulic chine with "brush bearing platens." These platens pressure and axial compression were investigated consist of a series of closely spaced small steel by Bresler and Pister,'s Goode and Helmy,1' and bars (see Fig. 2) which are flexible enough to by McHenry and Karni' 5 to study the behavior of follow the concrete deformations without generat-concrete under combined compressive and tensile ing appreciable restraint of the test piece. Never-stresses. Too large ratios of wall thickness to theless their buckling stability is sufficient to diameter of the specimen may lead, at least in transmit the required compressive forces into the the elastic range, to noticeable deviations from a concrete test piece. For tensile tests the filaments uniform stress distribution across the thickness can be glued to the concrete. Various calibration of the cylinder. However, the results from the tests showed the effectiveness of brush bearing various investigations are in comparatively good platens in eliminating restraint. No adverse ef-agreement and give a clear indication of the be- fects could be found such as local stress concen-havior of concrete subjected to a combination of trations in the concrete near the tips of the small 0
tensile and compressive stresses. Bellamy' used steel bars. Brush bearing platens were used in hollow cylinders subjected to external pressure the investigation reported below. After completion and axial compression. Values for the biaxial of this work it was learned that a system similar compressive strength up to 2.69 times the uniaxial to brush bearing platens had been used previous-7 strength were recorded. ly by Kjellman' in 1935 for tests on soil samples under triaxial compression.
EXPERIMENTAL INVESTIGATION Scope Concrete specimens 20 x 20 x 5 cm (7.9 x 7.9 x2 in.)
were subjected to biaxial stress combinations in the regions of biaxial compression, compression-tension and biaxial tension. Three types of concrete with an unconfined uniaxial compressive strength of 190, 315 2
and 590 kg/cm (2700, 4450, and 8350 psi) were tested at 28 days. Within each region of stress combinations four different stress ratios cl/a2 were chosen, and six specimens were tested for each variable. A constant strain rate was maintained in loading the specimens.
It was chosen such that the maximum load was reached after approximately 20 min. Loads and con-crete strains in the three principal directions were recorded.
Concrete mixes and manufacture of specimens The concrete contained gravel aggregate with a maximum size of 15 mm (0.6 in.). The water-cement ratio for the three types of concrete was 1.2, 0.9, and 0.43, respectively. Their cement content was 145, 3
190, and 445 kg/m , respectively. The specimens were cast horizontally in steel molds which had been preci-sion machined so that no further preparation of the loaded surfaces was necessary. All specimens were comparcted by hand. The specimens were moist cured for 7 days and then stored at a temperature of 20 C (68F) and a relative humidity of 65 percent. They were tested 28 days after casting.
Loading equipment Figure 3-Loading frame for tests of concrete under Brush bearing platens-A photograph of brush bear-biaxial stresses ing platens used in this investigation is shown in Fig.
658 ACI JOURNAL / AUGUST 1969 Z26R0 Page 15 of 23
PCHG-DESG Engineering Change 0000075218RO
- 2. The platens consist of individual steel filaments with This also facilitates alignment of the test setup prior a cross section of 3 x 5 mm (0.12 x 0.20 in.). The length to loading. Both frames consist of precast, prestressed of the filaments varies from 100 to 140 mm (3.9 to concrete elements with a compressive strength of 600 5.5 in.), depending on the maximum concrete stress kg/cm2 (8500 psi).
for which the particular brush bearing platen can be For the test, the specimen is placed in the center used without buckling of the filaments. The higher of the two crossing loading frames. It rests on an ad-the strength of concrete to be tested the shorter the justable platform which is lowered after a small pre-individual filaments. The use of shorter brush bear- load has been applied to the specimen. Double-acting ing platens for higher strength concrete does not hydraulic loading jacks fitted into the loading frame significantly increase the restraint of the test piece can generate maximum loads of 75,000 kg (165,000 lb) since the concrete strains at a given stress decrease in compression and 40,000 kg (88,000 lb) in tension.
as the strength of concrete increases. The individual Solid bearing platens with spherical seats to which filaments are spaced approximately 0.2 mm apart (0.008 the brush bearing platens can be mounted are at-in.) and are soldered together over a length of 35 mm tached to the loading frames.
(1.4 in.) so that a solid block is formed. The lateral Control of the ratio i/os2-The ratio of the applied flexibility of the filaments is such that for biaxial stresses ni/o2 can be maintained constant throughout a compression or biaxial tension the average principal test by a load distributing frame as shown in Fig. 4.
stresses in the specimen do not deviate by more than A hydraulic jack (1) which is connected to a pump 0.5 percent from the values calculated under the as- applies a load to a beam which is supported by two sumption of no restraint. For tests in the range of additional hydraulic jacks (2) and (3). Pressure lines compression-tension, this error may be up to 3 per- connect the jacks (2) and (3) with the hydraulic jacks cent. The flatness of the surface of the brush bearing in the main testing machine. The position of the hy-platens was maintained within 2 x 10-3 mm (7.9 x 10-5 draulic jack (1) is adjustable along the beam and in.). For the tensile tests the brush bearing platens controls the ratio of applied stresses ni/n2.
were glued to the concrete specimens using epoxy resins. Penetration of the glue between the brush fila-ments was avoided by sealing these spaces with a rub- TEST RESULTS ber cement. 'This treatment had no measurable effect Failure modes on the flexibility of the filaments. The crack patterns observed in the specimens To verify effectiveness and reliability of the brush after failure were similar to those obtained in bearing platens, concrete prisms with various height previous investigations. In the tests under uniaxial to side length ratios including cubes as well as con-crete plates 20 x 20 x 5 cm (7.9 x 7.9 x 2 in.) were loaded compression numerous microcracks parallel to the in uniaxial compression with and without brush bear- direction of the applied load were formed. Com-ing platens. If brush bearing platens were used, the plete collapse of the specimen was accompanied strength of the specimens was independent of their by the formation of one major crack which has an shape and equal to the strength of prismatic specimens angle of approximately 30 deg with respect to the with a height to side length ratio of 4.0.18 This appears direction of the externally applied load (Fig. 5).
to provide sufficient proof that end restraint of con- Specimens subjected to biaxial compression crete specimens can be eliminated by brush bearing showed similar microcracks parallel to the free platens. surfaces of the specimens. At failure an additional Loading frame-The testing machine used in this in- major crack developed which had an angle of vestigation is shown in Fig. 3. Individual frames were 18-27 deg to the free surfaces of the specimen.
designed for the two principal stress directions. One Specimens subjected to combined tension and frame is stationary while the other frame can move compression behaved similarly to the specimens freely. The latter frame is suspended from the sta-loaded in biaxial compression as long as the tionary frame by means of long, hinged steel rods and four vertical sptings so that it can follow small move- applied tensile stress was less than 1/15th of the ments of the specimen in any direction without gen- compressive stress. For larger tensile stresses erating appreciable secondary stresses in the specimen. single cleavages perpendicular to the principal 6'2 P2 %~ b Fig. 4-Hydraulic system to maintain constant ratio os/o2 ACI JOURNAL / AUGUST 1969 659 Z26R0 Page 16 of 23
PCHG-DESG Engineering Change 0000075218R0 E111/6'2 1/05,54 /62= 1/1 Fig. 5-Failure modes of specimens subjected to biax;al stresses 2
Strength data P =-315kplCM (4450psi) All strength data are reported as fractions of 2
P:=-590kp/CM (835Opsi) the unconfined uniaxial compressive strength, fP which was obtained from the same specimens as used for the biaxial tests. As stated previously, il,. is identical with the uniaxial compressive P 1 08 0.6 0.4 0.2 strength of prisms 5 x 5 x 20 cm (2 x 2 x 7.9 in.)
and, therefore is also referred to as "prism strength." In the following, all numerical stress, strength and strain values are recorded as nega-tive values when compression, and as positive values when tension.
In Fig. 6 the relationship between the principal stresses at failure, al/pIp, and U2/PP,/, is given for the three types of concrete investigated. Fig. 7 shows these relationships for the range of compression-tension and biaxial tension on a larger scale. Ac-cording to Fig. 6, the strength of concrete under biaxial compression is larger than under uniaxial compression. The relative strength increase is al-most identical for the three types of concrete which were investigated. The large variation in Fig. 6P-Biaxial strength of concrete; results of esperi- water-cement ratio and cement content had no mental investigjation significant effect on the biaxial strength. In the range of compression-tension and biaxial ten-tensile stress were observed. Similar behavior sion, however, the relative strength decreases as was found for specimens loaded in biaxial ten- the uniaxial strength increases. Also the ratio of sion. For equal tension in both principal direc- uniaxial tensile strength to the prism strength of tions no preferred direction of cleavage fracture the concrete, (P, is variable and amounts to -0.11, could be observed except that the crack was al- -0.09, and -- 0.08 for Pp = - 190, -315, and -590 ways perpendicular to the free plane of the kg/cm- (-2700, -4450, and -8350 psi), respec-specimen./
tively. The strength of concrete under biaxial ten-660 ACI JOURNAL / AUGUST 1969 Z26R0 Page 17 of 23
PCHG-DESG Engineering Change 0000075218R0 09 0.Q 07 0.6 a5 0.4 3 02 Fig. 7-Strength of concrete under combined tension and compression, and under biaixal fensioni results from ex-perimental investigation sion is almost independent of the stress ratio r,/02 and equal to the uniaxial tensile strength.
In Fig. 8 the average values oi/fl, and 02/fp as obtained from the three types of concrete are shown. To demonstrate the restraining effect of solid bearing platens, additional tests on similar specimens loaded by using solid platens were con-ducted. The results of these tests are also shown in Fig. 8. For the unrestrained specimens the highest relative strength was obtained for a stress ratio --1/-0.5 where 01/f, = 1.27. For
-=l/_.
equal compression in both principal directions a strength of 1.16pp was observed. For a2 0,
= .P.
1, From the tests with solid bearing platens significantly higher strength values were ob-tained. A maximum value of o,/(lp 1.48 was observed for a stress ratio of G1/02 =--1/-0.5.
For Oy ý= n. the apparent strength of the specimens was 1.451p. It should be kept in mind, however, that this increase in strength is apparent but not real and only due to the restraint of the specimen.
Concrete strains Strains in the three principal directions were Fig. 8-Strength of concrete under blaxial compression; recorded for all tests. The following discussion, comparison of data from restrained and unrestrained specimens however, will be limited to strains measured on specimens with an average prism strength (31.= -- 315 kg/cm2 (4450 psi).
given as function of the stress ratio 91/02 which Stress-strain relationships for specimens sub-is expressed in terms of the angle a where jected to biaxial compression are shown in Fig.
1
- 9. The corresponding curves for the region of tan a = (]/Y2 or a = tan- (01/02) combined compression and tension, and for The angle a corresponds to the slope of the biaxial tension are presented in Fig. 10 and 11.
straight lines through the origin of a G1= f0(2)
In Fig. 12 the principal strains at failure for vari- diagram as shown in Fig. 6 and 7. The four re-ous stress combinations are summarized. In this gions of biaxial stress combinations are limited diagram the three principal strains at failure are by the following values of a:
ACI JOURNAL/ AUGUST 1969 661 Z26R0 Page 18 of 23
PCHG-DESG Engineering Change 0000075218RO Biaxial tension 0 < a< pression in Fig. 9 the strains in the direction of the larger principal stress increase in magnitude as the stress at failure increases in magnitude Tension-compression . . <a <i They range from el = -2.2 mm/m (0.0022 in. per 3 in.) for uniaxial compression to -3.0 mm/m for Biaxial compression .. < a <-
01/G2 = -1/-0.52. Foro1 /o 2 = --- 1/-i a value of 3 -2.6 mm/rn was observed. For combined com-Compression-tension jit < a <2 2n pression and tension the failure strains vary as expected: the failure strains in the direction of For comparison, the principal stresses at failure the compressive stress decrease in magnitude in a, and 02 are also given as functions of the stress Fig. 10 as the simultaneously acting tensile stress ratio 01/02 in Fig. 13. In the region of biaxial corn- increases. The failure strains for the range of mrn/m (a001in/in) tensilte strain compressive strain Fig. 9-Stress-sfrain relationships of concrete under biaxial compression
-20 mm/m (dQIYlin tensile strain compressive strain Fig. Il-Stress-strain relationships of concrete under combined tension and compression 662 ACI JOURNAL/ AUGUST 1969 Z26R0 Page 19 of 23
PCHG-DESG Engineering Change 0000075218R0 biaxial tension deviate little from values cal- positive values for ,AVIV. Similar relationships 1
culated according to Hooke's law. were found by other investigators6.," It is general-For biaxial compression the volumetric strains ly agreed that the inflection point coincides with AV/V =*l + E2 + E+ for various stress ratios 51 /0 2 the stress at which major microcracking of the are shown in Fig. 14. Up to stresses a, = 0.35 iPP concrete is initiated.
volumetric strain and applied stress are approxi- In Fig. 14 the strain z for uniaxial -compression mately proportional. If the stress increases beyond expressed as a fraction of El, at failure is also this value the rate of volume reduction increases given as a function of the volumetric strain until at 80 to 90 percent of the ultimate a point AV/V. For a constant Poisson's ratio this rela-of inflection is reached. The minimum volume was tionship is linear. Apparently, Poisson's ratio is observed at approximately 95 percent of the constant beyond the elastic limit and increases failure stress. Further straining of the specimen only at stresses beyond the point of inflection of resulted in a volume increase and eventually in the volumetric strain relationship.
Fig. I I-Stress-strain relationships of concrete under biaxial tension tlu' [ZW t3u biaxtal tension teflsion-compression biaxial compression compression-tension 10001in/In) -=-2 4 -+ -- +------ In
- .0 10x strain / .,
, S E2.
- 02 -I ___-__ C2. -. 2.0 t"p-
.0.1 0
11 21lT 2
211 r
-0.1 -2
- I
-Q2 I ______________ ________
_______ '-'A
-0.3 \ ;
/
A -3O Cl-t2u - CU Fig. I2-Failure strains of concrete under biaxial stress states E =I(o/(a I ) f(a) where tan a = *1/G2 ACI JOURNAL/ AUGUST 1969 663 Z26R0 Page 20 of 23
PCHG-DESG Engineering Change 0000075218RO In Fig. 15 the relative stresses at the elastic by successive approximation. For the tests on limit, at the point of inflection, at minimum or specimens with fij = 315 kg/cm2 the modulus of maximum volume and at failure are shown for elasticity is 325,000 kg/cm 2 (4,600,000 psi). It is the entire range of biaxial stress combinations. independent of the applied stress ratio. The coef-ficient of variation amounts to 3.3 percent. Within Finally the relationships between the stress the region of biaxial compression a constant value ratio and the modulus of elasticity and Poisson's for Poisson's ratio of i = 0.20 was calculated. The ratio for stresses below the elastic limit were corresponding value for the region of biaxial studied. The three equations for stress and strain tension was 0.18. For combined compression and according to Hooke's law were used and solved tension Poisson's ratio ranged from 0.18 to 0.20.
Fig. 13-Strength of concrete under blaxial stress states E = f(os/I(2) = f(a) where tan a - o1/o2 relative strain i.- - jpp-328 kpkcm 2 (4650psi)
,1.f (- )
-V -- -
. **.F_*
- _--1 08 _ _- ? -6/02 ......... *=-
&_ 0.6 ------ - I/o05
- _ _ - -0.5 /I QIc- lj ~V
....... - - h0 Elastic limit
...... 4* 3cn(2*n 0.,/ Point of inflection 20' + Minimum volume I Maximum stress V
0 -2 mm/m(O.O01 in/in,)
Votume increase Volume reduction Fig. 14-Volumetric strain of concrete under biax;al compression 664 ACI JOURNAL I AUGUST 1969 Z26R0 Page 21 of 23
PCHG-DESG Engineering Change 0000075218RO Elastic limit taneously acting tensile stress is increased. The Point of inflection of strength of concrete under biaxial tension is ap-volumetric strain proximately equal to its uniaxial tensile strength.
Extreme of volumetric strain Furthermore, it was shown that for low stresses Failure the modulus of elasticity for and Poisson's ratio
-p315 kp/cm2 (4450 psi) low stresses is independent of the applied stress ratio.
This investigation is being continued. At present, tests on concrete under sustained biaxial stresses are being conducted. In addition studies of the failure mechanism and of a universal fail-ure criterion for concrete are continued. The test setup is also suitable to investigate the behavior of concrete under triaxial stresses. Where all prin-cipal stresses can be varied independently of each other.
REFERENCES
- 1. F6ppl, A., "Reports from the Laboratory for En-gineering Mechanics" (Mitteilungen aus dem Mech.
Technischen Laboratorium der Koenig Techn. Hoch-schule), No. 27 and 28, Technischen Hochschule, Miin-chen, 1899 and 1900.
- 2. Wistlund, G., "New Evidence Regarding the Basic Strength Properties of Concrete" (Nya ron Angaende Fig. I5-Stresses at the elastic limit, minimum volume Betonges Grundlaggende Halfasthetsegenskaper),
and failure of concrete subjected to biaxial stress states Betong (Stockholm), V. 3, 1937.
- 3. Glomb, J., "The Utilization of the Biaxial Strength of Concrete in the Design of Plates and Shells" (Die Ausnutzbarkeit Zweiachsiger Festigkeit des Betons in
SUMMARY
AND CONCLUSIONS Fl'dchentragwerken), Session 1, No. 1, Third Congress A review of previous experimental investiga- of Prestressed Concrete, Berlin, 1958.
- 4. Weigler, H., and Becker, G., "Investigation into tions into the strength of concrete under biaxial Strength and Deformation Properties of Concrete Sub-stress states reveals considerable deviation among jected to Biaxial Stresses" (Untersuchungen Uiber das test data from different sources. For the case of Bruch- und Verformungsverhalten von Beton bei equal compression in two principal directions Zweiachsiger Beanspruchung), Proceedings, V. 157, strength values ranging from 80 to 350 percent Deutscher Ausschuss fur Stahlbeton, Berlin, 1963.
- 5. Sundara Raja Iyengar, K. T.; Chandrashekhara, K.;
of the uniaxial strength of concrete have been and Krishnaswamy, K. T., "Strength of Concrete under reported. It is likely that these differences can be Biaxial Compression," ACI JOURNAL, Proceedings V.
attributed to difficulties in developing a well de- 62, No. 2, Feb. 1965, pp. 239-249.
fined biaxial stress state in the test specimens. 6. Vile, G. W. D., "Strength of Concrete Under Short-No data in the region of biaxial tension have Time Static Biaxial Stress," International Conference onthe Structure of Concrete, Paper F2, Sept. 1965.
been reported in the literature. In the present in-
test setup, which allows testing of square con- 1967, pp. 71-86.
crete plates under any combination of in plane 8. Hilsdorf, H., "The Experimental Determination of biaxial compressive and tensile stresses. Restraint the Biaxial Strength of Concrete, (Die Bestimmung der of the test piece is avoided by brush-like load zweiachsigen Festigkeit von Beton) Proceedings, V.
173, Deutscher Ausschuss fur Stahlbeton, Berlin, 1965.
bearing platens. The test data reported herein 9. Karman, Th. v., "Tests on Materials under Triaxial show that the strength of concrete subjected to Compression" (Festigkeitsversuche unter allseitigem biaxial compression may be up to 27 percent Druck), Verein Deutscher Ingenieure (Berlin), No. 42, higher than the uniaxial strength of concrete. For 1911.
equal compressive stresses in two principal di- 10. Bd1ker, R., "The Mechanics of Permanent De-formation in Chrystalline Bodies" (Die Mechanik der rections the strength increase is approximately bleibenden Form'inderungen in Kristallinisch Auf-16 percent. These values are considerably smaller gobauten Kopern), Verein Deutscher Ingenieur (Ber-than many of the test data reported previously. lin), Mitteilungen tiber Forschungsarbeiten, No. 175-The tests in the region of combined compres- 176, 1915.
sion and tension substantiate the results obtained 11. Richart, F. E.; Brandtzaeg, A.; and Brown, R. L.,
"A Study of the Failure Mechanism of Concrete under by other investigators which show that the com- Combined Stresses," Bulletin No. 185, Engineering Ex-pressive stress at failure decreases as the simul- periment Station, University of Illinois, 1928.
ACI JOURNAL / AUGUST 1969 665 Z26R0 Page 22 of 23
PCHG-DESG Engineering Change 0000075218R0
- 12. Fumagalli, E., "Strength of Concrete Under bajo diferentes condiciones de esfuerzo biaxial. Se Multiaxial Compression" (Caratteristiche de Resistanzia reportan los resultados de una investigaci~n en la cual dei Conglomerati Cementizi per Stati di Compressione se us6 este equipo. Los datos de ensaye indican yue la Pluriassiali), Instituto Sperimentale Modelli e Strut- resistencia del concreto bajo compresi6n biaxial, ture (Bergamo), V. 30, 1965. at = a2, es salo 16 por ciento mayor que bajo
- 13. Bresler, B., and Pister, K., "Strength of Concrete compresitn uniaxial. Los ensayes en la regi6n de under Combined Stresses," ACI JOURNAL, Proceedings compresitn y tensitn combinadas confirmaron los datos V. 55, No. 3, Sept. 1958, pp. 321-345. previamente obtenidos. La resistencia biaxial a tensi6n del concreto es aproximadamente igual a su resistencia
- 14. Goode, C. D., and Helmy, M. A., "The Strength uniaxial a tensi6n.
of Concrete under Combined Shear and Direct Stress,"
Magazine of Concrete Research (London), V. 19, No.
59, June 1967, pp. 105-112.
- 15. McHenry, D., and Karni, J., "Strength of Con-crete under Combined Tensile and Compressive Stress," Comportement de Biton sous Contrainte Bi-Axiale ACI JOURNAL, Proceedings V. 54, No. 10, Apr. 1958, pp. Des 6tudes exp~rimentales sur ]a resistance bi-axiale 829-840. de b~ton sont pass~es en revue et des difficultks techniques rencontryes dans la r~alisation d'essais
- 16. Bellamy, C. J., "Strength of Concrete under Com-bined Stress," ACI JOURNAL, Proceedings V. 58, No. 4, convenables sont discut~es. Une nouvelle m~thode d'essai est d~crite qui, permet d'essayer les specimens Oct. 1961, pp. 367-381.
de b~ton sous plusieurs 6tapes de contrainte bi-axiale.
- 17. Kjellman, W., "An Investigation of the Deforma- Les r~sultats d'une 6tude pour laquelle cet 6quipement tion Properties of Soils" '(Orm Undersokning av a 6t6 utilis6 est d~crite. Les donn~es de lessai indique Jordarters Deformations Egenskaper), Teknisk Tid- la r~sistance du b~ton sous une compression biaxiale skrift (Stockholm), No. 8, Aug. 1936. 01- = 2a, est seulement 16 pourcent plus importante que
- 18. Kupfer, H., and Zelger, C., "Biaxial Strength of sous une compression uniaxiale. Des essais dans la r~gion de compression et tension combin6es ont Concrete" (Zweiachsige Festigkeit von Beton), Ma-terialprfifungsamt f. d. Bauwesen, Report No. 75, Tech- confirm6 les donn~es obtenues pr&c~demment. La r~sistance A la tension bi-axiale du b6ton est nische Hochschule, Munchen, 1968.
approximativement 6gale A sa r~sistance & la tension uniaxial.
This paper was received by the Institute Oct. 7, 1968.
Das Verhalten von Beton bei zweiachsiger Beanspruchung Fruihere Versuche uiber die Festigkeit von Beton bei zweiachsiger Beanspruchung werden zusammengefasst, Sinopsis--R~sum6-Zusammenfassung und die Probleme, die beim Aufbau einer geeigneten Versuchseinrichtung zu beachten sind, werden aufgezeigt. Eine neue Prtifeinrichtung wird beschrieben, die es erlaubt Betonproben zwiingungsfrei mit verschiedenen zweiachsigen Spannungskombinationen zu belasten. Versuche, die Comportamiento del Concreto mit Hilfe dieser Priifeinrichtung durchgefiuhrt wurden, Sujeto a Esfuerzos Biaxiales zeigen, dass die Umschlingungsfestigkeit des Betons nur Se revisan los estudios experimentales sobre la um 16 Prozent grisser als die einachsige resistencia biaxial del concreto asi como las dificultades Druckfestigkeit des Betons ist. Die Ergebnisse von t~cnicas encontradas para el desarrollo de un sistema Versuchen im Druck-Zug-Bereich stimmen mit jenen apropiado de ensaye. Se describe un nuevo aparato de anderer Autoren tiberein. Die zweiachsige ensaye el cual permite ensayar muestras de concreto Zugfestigkeit ist gleich der einachsigen Zugfestigkeit.
666 ACI JOURNAL/ AUGUST 1969 Z26R0 Page 23 of 23
PCHG-DESG Engineering Change 0000075218R0 C) mij
- 4. 0004 11400
- 10io roup ,0,0Tr L*11.0U.Al*
010 L FT,F "n00 EOIJIP I 000000
" rOMTF.R.4 MAce LUIN SABTO840040 1000110 BIAJIL00.
RSOLO OLNS 5005*40T0 0000 L(B 00 Y StOI 00000JnaoByMAnOobaBoonOOowoT88aao400BsooTo0400T00oToMAarna 00
- \
-,Z0004MO
.4- lAM804461801051005.1 I 40W4AD*
WLOIBEI1UOFOLOLB) 04401JO-804041410008004 SEA OA01u0=SO40m4l00OS00.4 554 A NOTEL LBS M00 0445 MAIOM. ISL004000000710 504 1001000440(1041T HUTMA SE40 0040 WUSE NBOOM,03IS80WO41144IFT I11001000 CROW TO80000LL 4010081 510 I 0100800 TOTAL I 180.0.00p0041004 4001011 10000411 I - I 2004 50 410440 04.400 15.440 2.0 400 LIJTF040JB44OA0400J 4001 40 1004B.* 40.408 14.404 LL0001BJB 010000408104 C-)
Z27R0 Page 1 of 1
PCHG-DESG Engineering Change 0000075218R0 C-)
CRAN~ELIFT CHART NOT FLOAD#
5041IN IN OTOISE D* O10DAN 4 1*40 100M80i8O1AT 11M IO O 0
,EISTBOAEVL15OOO1WFOOSTUOVS AVW OAS 10400 10110IEMY IJ.S404*CYFR*1 814.04 0 BRRO NOTE;
!LICK0 AhI WOWE 044804 ROPEDEDUCTION USING TlELUJFF4OAS 604 MBF THE4 NIAIN KOCKISLOINERED AND DOO 1E TOTHECRAEMV0RST CM.) DEDUCTION FORBLOCK AND0 WIRE ROPEISONLY 12,70 MBFO LUFFINO
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Z28R0 Page 1 of 1
PCHG-DESG Engineering Change 0000075218RO V4,* 1 Attachment Evaluation of Measured Temperature Differences between Liner Plate Surface and Outside Face of Containment Concrete Wall The primary concern is that cold ambient temperatures (detensioning will start sometime in February) outside containment ,in combination with warmer temperatures inside containment could produce a severe temp.erature gradient.through the containment wall resulting in large bending tensile stresses on the outside face. These temperature stresses when combined with tensile stresses resulting from mechanical loads (membrane stresses) could crack the unreinforced 32" thick containment wall.
The 7 day average outside ambient temperature was 37.3 degrees F and the 7 day RB inside average temperature was 66.1degrees F resulting in a difference of -28 8 degrees F.
Average Temoerature of Data for Bore Holes 1 and 2 (Both in shade)
Liner plate 17" deep 8 1/2A"deep 2" deep At surface Difference* Units 56.75 47.88 S48.9 50.1 50.1 -6.65 IDegrees F.
-.4
- difference is between temperature at 2" deep - temperature at liner plate Average Temperature of Data for Bore Holes 3 and 4 M#3is In the shade, #4 is in the sun)
Liner plate 12" deep 1 6" deep - 2" deep At surface I Difference* . Units 56.75 50.1 54.75 560.2 60.53 1+3.-5 DegreesF.
- difference is between temperature at 2" deep -temperature at liner plate
Conclusion:
Considering the extremely cold weather (for Crystal River) that existed up to and following the gathering of core boretemperature data recorded in pages 3 and 4 and averaged above, the resulting gradient across the containment wall'of -6.65 degrees F (<10) for core bores taken in the shade (bores 41 and #2) indicates that the installation of temperature control equipment will probably not be required.
Z29R0 Page 1 of 6
PCHG-DESG Engineering Change 0000075218R0 From:
To: KroPn'~Hofiday. Johr, QýeD Fagan.PaulI
Subject:
rb core bore temperatu re profile.docx Date: Monday, Jaiiuaiy 11, 2010 1:59:41 PM Attachments: ~bcreoe mortr rfIdn Gents, Here is the result of my data gathering today -I forgot to getthe cal data fromthe temperature instrument but it is available from the cal tab if needed.
Ron Z29R0 Page 2 of 6
PCHG-DESG Engineering Change 0000075218RO RB surveillance bore number:
Bore hole 1, Depth 16.5", In Shade, 1/11/10, 12.58 N inside wall 47 at base, 48 mid, 50 two inche from surface l ase Temp 4-7.6 F !
surface 2" 4" 6" 50, 50, SIF S inside wall 46.5 at base, 49.5 mid, 50.8 two inch fromsurf e Bore hole 2, Depth 17", In Shade, 1/11/10, 12:SS surface 2" 4" 6" 49, 50, 50.5F Bore hole 3, Depth 12;5", In Shade, 1/11/10, 12:50 (This hole was plugged for ten minutes and the base temp did not change)
N inside wall 44 at base, 45 mid, 45 two inche from surface Base Temp 44;6 F Isurface 2" 4" 6" 45.1, 45.4F surf)44.7, Sinside wall 44 at base, 45 mid, 46 two inche~s or srac Z29R0 Page 3 of 6
PCHG-DESG Engineering Change 0000075218RO
'j A.
Bore hole 4, Depth 12', In Sun, 1/11/10, 13:07 W inside wall 55 at base, 62 mid, 70 two inche from surface Base Temp 55SF surface 2" 4" 6" 75, 76, 77F Einside wall 58 at base, 67 mid, 80 two inches om surfac Additional information gathered on IBroof RB temps in shade - most were Within 0.5 degrees of 40F From PI. 33' met tower temperature during this time period was 37.5F Ron Tyrie 01/111/10 Z29R0 Page 4 of 6
PCHG-DESG Engineering Change 000007521BRO Holliday,. John From: Tyrie, Ronald D.
Sent: Monday, January 11, 2010 3:12 PM To: Dyksterhouse, Don; Holliday, John; Fagan, Paul Cc: Tyrie, Ronald D.
Subject:
RB liner temperature Gents, Local temperature taken at elevation 119 at shoulder height at 15:00 1/11/10 10' West of equipment hatch - surface temp 57,6F 10' East of Equipment hatch - surface temp 55.9F RB air temps by elevation at 15:00 235' - 63.4F 180' -65.SF 125'- 64.1F 100' - 64.OF Average - 64.3F Instrument - IRpyrometer UTC 0001649604 Cal Due' 06/03/10 Ron Tyrie 7939 Z29R0 Page 5 of 6
N To 0
tD m
80 I [ 0 7 DAY AVG 125 RB TEMP.Value CA
,~ot. .......... 66.1018 17 -__C 7 DAY AVG OAT.Value 37,3000 AU3S359 62.500 DEG F U3W213 33.281 DEG F 60- CD 1 (D 19 0o J-j PAl NI, ,
d 114!10 09:37 7.00 days 1/11/10 09:37
- ARB TEMP, 125 FTFELEV .- AIR TEMP. 33! PRIME TOWER 00 0
0
-M
- 0) 0 U3 -J (D
Display average termps.pdi*, 1/11/1.0 09:37 0) 04 0
PCHG-DESG Engineering Change 0000075218R0 PLAN VIEW CONTAINMENT OPENING CORE BORE LOCATIONS NOTES:
- 1. FIELD TO DRILL NINE (9) 4 INCH DIA. CORE BORES IN THE CONCRETE CONSTRUCTION OPENING WALLS WITH 2' MINIMUM SPACING.
- 2. THE LOCATIONS CHOSEN SHALL BE IN GOOD CONCRETE WITH NO VISUAL CRACKING PRESENT.
- 3. THE CORE SHALL BE LOCATED AT THE APPROXIMATE DISTANCE HALF WAY BETWEEN THE LINER PLATE AND THE VERTICAL TENDONS.
- 4. IF REBAR OR MISC. STEEL IS ENCOUNTERED, DRILL ADDITIONAL CORE AT NEW LOCATION. USE DRILL STOPS FOR CORE BORING.
- 6. AFTER DRILLING IS COMPLETE WIPE OFF SURFACE WATER FROM CORE SAMPLE AND ALLOW WATER TO EVAPORATE.
- 7. WHEN SURFACE IS DRY, BUT NO LATER THAN ONE HOUR, WRAP THE CORE SAMPLE IN PLASTIC.
- 8. PLACE EACH CORE SAMPLE IN SEPARATE PLASTIC BAGS AND SEAL THE BAGS TO PREVENT MOISTURE LOSS.
- 9. PROTECT THE WRAPPED CORE SAMPLES FROM EXPOSURE SIDE VIEW TO DIRECT SUNLIGHT AND STORE AT ROOM TEMPERATURE.
CONTAINMENT OPENING 10. MATCH MARK CORE SAMPLES WITH LOCATIONS SHOWN.
CORE BORE LOCATIONS PROGRESSENERGY EC1 63016-SK-N005 OF 1 1HOFT1 0R0 CRYSTAL RIVER UNIT #3 301R SKECH O.SHEET REV CONTAINMENT OPENING L:\SHARED\SGR AUTOCAD\ CRYSTAL RIVER CORE BORE LOCATIONS NTS LPM 10-07-09 PROJECTRECs\63016\63016-SK-S005.DWG SCALE DRAWN DATE CAD FILE Z30R0 Page 1 of I
PCHG-DESG Engineering Change 0000075218RO EC 63016, REV. 27 ATTACHMENT Z67 Z31 R0 Page 1 of 5
PCHG-DESG Engineering Change 0000075218R0 PCHG-DESG ENGINEERNG CHANGE 000063016R24 QualityAssurance Form No: 17.1-5
- S&ME Document Transmittal Sheet Revision I Revision Date 8/24/08 TEI,ý,p "NI I'M Ur r Date: October 9, 2009 S&ME Project No.: 1439-08-208 Transmittal No.: 09-208-01 Procurement Document Type: 0i contract Li Purchase Order I Service Agreement ni Revision LI Amendment Li Other Client: Pro~qress Energy Florida Submitted To: Name: John Holliday Address: Progress Energy Florida, Inc.
15760 West Powerline Street Crystal River, Florida 34428-6708 Phone No.: (352) 563-2943 Ext. 1526 Fax No:
Document Date Rev. Copies CMTR Containment Cores Sample No. 09-123-001 10/09/09 0 1
~NOTHING FOLLOWS
. October 9, 2009 Qality A Date RECEIPT ACKNOWLEDGEMENT Received by: Date:
Return a copy to:
S&ME, Inc.
John W. Coffey, Sr., Q A Manager Nuclear Projects, 1413 Topside Road, Louisville, Tennessee 37777 Phone No.:: (865) 970-0003 Fax No.: (865) 970-2312 S&ME, Inc. - Knoxville 1413 Topside Road, Page of Pages ATTACHMENT Z67 Lousville, Tennessee 37777 Page 1 of 2 Z31 R0 Page 2 of 5
PCHG-DESG Engineering Change 0000075218RO IPCHG-DESG ENGiNEERNG CHANGE 000063016R24
- S&ME Certified Materials TestReport Client: Progress Energy Material: Containment Cores Project: Crystal River Source: Unit 3 S&ME Project No.: 1439-08-208 Quantity: 6 concrete cores Contract/P.O. No.: 373812 Date Received / Tested: October 9, 2009 / October 9, 2009 S&ME Log No.: 09-123-001 Splitting Tensile Strength (ASTM C 496 and ASTM C 42)
Core Identification Diameter (in) Length (in) maximum (Lbs) R lesult Result 1 3.75 7.7 28,900 635 psi 2 3.76 7.5 25,400 575 psi 615 psi 9 3.76 7.6 28,560 635 psi Compressive Strength (ASTM C 39 and ASTM C 42)
Area Before Cap After Cap L/D Maximum Core Diameter (in2) Length Length Ratio Load Results Average Identification (in) (in) (in) (Ibs) Result 3 3.76 11.10 7.3 7.5 1.99 87,710 7,900 psi 7 3.76 11.10 7.3 7.5 1.99 81,890 7,380 psi 7,390 psi 8 3.76 11.10 7.3 7.5 1.99 76,620 6,900 psi Notes:
" Cores were received wrapped and sealed in plastic
" Following un-wrapping and end preparation, the cores were allowed to dry in laboratory air conditions until the time of test, as requested
" Age of specimens, not provided
" Time and date of coring not provided I certifyo e,,ve results of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed: Date: OCT 9 2nng Quality Assurance se1clear Projects l4AWoA0Wk4FN:TeZ6j-ssee 37777 .Fage2 2 of2 Phone: 865-970-0003 Fax: 865-970 3VJ Z31RO Page 3 of 5
PCHG-DESG Engineering Change 0000075218RO Quality Assurance Form No: 17.1-5
- S&ME Document Transmittal Sheet Revision I Revision Date 8/24/08 Date: October 21, 2009 S&ME Project No.: 1439-08-208 Transmittal No.: 09-208-02 Procurement Document Type: El Contract El Purchase Order 0l Service Agreement El Revision El Amendment 2) Other Client: Progress Energy Florida Submitted To: Name: John Holliday Address: Progress Energy Florida, Inc.
15760 West Powerline Street Crystal River, Florida 34428-6708 Phone No.: (352) 563-2943 Ext. 1526 Fax No:
Document Date Rev. Copies CMTR Containment Cores Sample No. 09-125-001 10/21/09 0 1 NO THMING FOLLOWS October,21, 2009 Quality Assurance Date RECEIPT ACKNOWLEDGEMENT Received by: Date:
Return a copy to:
S&ME, Inc.
John W. Coffey, Sr., Q A Manager Nuclear Projects, 1413 Topside Road, Louisville, Tennessee 37777 Phone No.: (865) 970-0003 Fax No.; (865) 970-2312 S&ME, Inc.- Knoxville 1413 Topside Road, Page of Pages Lousville, Tennessee 37777 Z31 R0 Page 4 of 5
PCHG-DESG Engineering Change 0000075218RO
- S&ME Certified Materials Test Report Client: Progress Energy Material: Containment Cores.
Project: Crystal River Source: Unit 3; S&ME Project-No:: 1439-08-208 Quantity: 3 concrete cores Contract/P.O. No.: 373812 Date Tested: October 14, 2009 S&ME Log Nb.: 09-125-001i Direct Tensile Strength (CRD-C 164-92)
Core Diameter Length Maximum Load Results Average Identification (in) (in) (Ibs)Result 4 3.76 8.49 4;440 400 psi 5 3.76 8.48 5,740 515 psi 455 psi 6 3.77 8.53 5,060 455 psi Notes:
0 Cores were received wrapped and sealed in plastic 0 Time and date of coning not provided 0 Rate of Loading - 35 psi/sec 0 Core 4 and 5 did not meet the straightness requirements of CRD-C 164-92 Method A I certifythaabove results-of tests and/or analyses to be correct as contained in the records of S&ME, Inc.
Signed: __ Date: OCT 2 1 .009 Quality Assurance ar Projects 1413 -TopskieRd~ac Loui~sville, Tenheisee.37777 Phone: 865-970-0003 Fax:"865-970-2312 Z31 R0 Page 5 of 5
PCHG-DESG Engineering Change 0000075218RO PACGi I EC 75218R0 ATTACHMENT Z32 Preliminary unchecked pages from MPR Calculation 0101-0135-04 Z32R0 Page 1 of 8
PCHG-DESG Engineering Change 0000075218R0 PPA4 L.
MPR Associates, Inc.
W M P MR LAlexandria, King Street 3MPR VA 22314 Calculation No. Prepared By Checked By Page: 22 0102-0135-06 Revision: 0 in the region of the equipment hatch, but these stresses were not evaluated explicitly. This region is highly reinforced, and the portion of the equipment hatch is not modeled in detail. It is included in the model for the purpose of including any stiffness in this region that would affect stresses near the SGR opening.
The membrane and bending stresses in the most limiting orientation (hoop or vertical) through the linearized stress sections are presented in Table 8-1. Two load cases are evaluated, one with dead load, prestress, and operating thermal temperature, and one with only dead load and prestress. The membrane and bending stresses are compared to the stress acceptance criteria of Section 7.0 in Table 8-1. Shear stresses are low in all of these locations.
ANSYS 11.OSP1 JAN 19 2010 12:30:55 NODAL SOLUTION STEPf16 SUB -I TIME-7 SI (AVG)
TOP DMX =2.228 SS* :-859.37 SMX -7867
-88,889 Secions 3--10 22.222 133 333 244:444 355.556 466.667 577. 778 Section11 L 06889 Section 12 Section 14 DOtfnllonefSatne - Max P:Inclpal Stre Figure 8-8. Locations of Linearized Stress Sections MPR QA Form: QA-3.1-3, Rev. 0 Z32R0 Page 2 of 8
PCHG-DESG Engineering Change 0000075218R0
- MPR o MPR Associates, Inc.
320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By Page: 23 0102-0135-06 Revision: 0 AIESYS 11.OSPI JAN 19 2010 12:32:29 NODAL SOWTION Sectbons 3 and 4 STEP-16 SUB =1 TIME-7 Sl (AVO)
TOP DMX =2.228 SMN =-859.37 SMX =7867 III-200 as8889 22i222 133,333 I*244.444 355.556 466.667 577. 778 688.889 800 Scos7 and 8 Figure 8-9. Locations of Linearized Stress Sections around the SGR Opening MPR QA Form: QA-3. 1-3. Rev. 0 Z32R0 Page 3 of 8
PCHG-DESG Engineering Change 0000075218RO MPR Associates, Inc.
- MPR 320 King Street Alexandria, VA 22314 Calculation No. Prepared By Checked By 0102-0135-06 Table 8-1. Limiting Section Stresses - Detensioned State without Operating Thermal Gradient High Stress Stress Limit Meets Sect. Location Stress Reinforced? Direction End Comp. (psi) (psi) Criteria?
M -34 246 Yes 1 Ring Girder OD Yes M+B Vertical 315 492 Yes M -99 246 Yes 2 42" Wall OD Yes Vertical M+B 126 492 Yes M 352 246 No 3 Opening ID No M+B52 Hoop 512 492.2 No N
Opening, 1.8ft M 274 246 No 4 Away Away ID No M+B Hoop 439 492 Yes M 530 246 No 5 Opening ID No MB op492 No M 178 246 Yes 6 Opening, Away 1.8 ft ID No M M+B Hoop 249 492 Yes M 480 246 No 7 Opening ID No Hoop M+B 492 No No M Hoop 332 246 No 8 Opening, 2.2 ft ID Away M+B 463 492 Yes M e, 246" No 9 Opening ID, No M M+B' Hoop C*- 492 No ID No M Hoop 187 246 Yes 10 Away2.2 ft Opening, M+B 233, 492 Yes BtoofM -184 246 Yes OD No Vertical 11 Bottom of Delam. M+B 280 492 Yes M -258 246 Yes 12 Buttressof Bottom OD Yes M-B M Vertical 492 No M -579 246 Yes OD Yes Vertical 13 42" wall next to Buttress M+B 237 492 Yes Yes M Vertical -302 3 246 Yes 14 42" wall below oD equip. hatch M+B 482 492 Yes MPR OA Form: 'QA-3.1-3, Rev. 0 Z32R0 Page 4 of 8
PCHG-DESG Engineering Change 0000075218RO
?P'Ar' 4 MPR Associates, Inc.
FIM PR 320 King Street Alexandria, VA 22314 Calculation, No. Prepared By Checked By Page: 25 0102-0135-06 Revision: 0 Table 8-2. Limiting Section Stresses - Detensioned State with Operating Thermal Gradient High Stress Stress Limit Meets Sect. Location Stress Reinforced? Camp. Direction (psi) (psi) Criteria?
End M -35 246 Yes 1 Ring Girder OD Yes M +B Vertical 351 492 Yes M -103 246 Yes 2 42" Wall OD Yes Vertical M+B 205 492 Yes M 405 246 No 3 Opening ID No M M+B3 Hoop 4 486 492 Yes 4 Opening, 1.8 ft ID No M Hoop 314 246 No Away M+B 399 492 Yes M 578 246 No 5' Opening ID No Hoop 755 492 No M 221 246 Yes Hoop 243 49 Yes 6 Opening, 1.8 ft ID No Away M+B 243 492 Yes M 538 246 26 -No N
No Hoop 58 7 Opening ID M+B _ 492 No M 372 246 No Hoop 42 49 Ye 8 Opening, 2.2 .ft ID No Away M+B 425 492 Yes M 6 246 No 9 Opening ID No Hoop M+B C823 492 No MO 227 246 Yes 10 Opening, 2.2 ft ID No Hoop Away M+B 272 492 Yes Bottom of M -198 246 Yes 11 OD No Vertical Delam. M+B 324 492 Yes, Bottom of M -234 246 Yes 12 Buttress OD Yes M+B Vertical492 No 13 42' wall next to OD Yes Vertical -
Buttress M÷B 379 492 Yes 42" wall below. OD Yes M Vertical -304 246 Yes equip. hatch M+B Vertica 492 No MPR QA Form: QA-3.1-3. Rev. 0 Z32R0 Page 5 of 8
PCHG-DESG Engineering Change 0000075218R0 taae 6 ANSYS 11 OSPI JAN 19 2010 14:59:09 NODAL SOLUTION STEP-16 SUB - I ST (AVW)
TOP RSY 5 DM3 -2.228 SHN =-4712 004 I0
-3720 100 200 300 400 500 600 700 800 900
{Detenaionad State - Hoop Tcnsile Sttreoca Hoop tensile stresses without Operating Thermal Gradient A$¥YS 11 OPI JAN 19 2010 14:59:45
- MSAL SOLUTION STEP-16 NON =1 TIMC..7 SY (AVG)
TOP N.NYS-5 DM4 -2.228 SM :-4712 0 -3720 100 200 3o0 400 600 700 800 900 Tensile Hoop stress around the opening without Operating Thermal Gradient The distances listed are the distances at which stresses become compressive for the detensioned case excluding the operating thermal gradient. If the operating thermal gradient is included, the distance until membrane stress is compressive is the same as the picture above. Secondary thermal stresses create tension on the OD surface of approximately 90 psi down to a distance of 22.75 ft below the opening. The stress does not become compressive until approximately 6 inches from the OD. The thermal stress is secondary, so any cracking due to this load will be self-relieving. The distance above the opening until stresses become compressive decreases slightly to 8.25 ft when an operating thermal gradient is considered.
Z32R0 Page 6 of 8
PCHG-DESG Engineering Change 0000075218R0 ANSYS 11.0SPI JAN 20 2010 10:03:19 NODAL SOLUTION STEP-16 SUB -1 TIME-8 SY (AVG)
TOP RSYS-5 DMX - 665662 SMN -- 4659 SMX -3870 0
8'i 889
- 17. 778 266.667 155.556 444.444 533.333 622.222 711.111 800 LS 8: tch Tensile Hoop Stress Around Opening with Operating Thermal Stress ANSYS 11.OSF'I JAN 19 2010 14:57:24 NODALSOLUTION SUB =1 TIME-7 S2 (AVG)
TOP 5SYS-5 DMYC2228 036 - 3303 SMX -1395 S100 200 300 4 00 500 600 700 900 Detensioned State - Vertical Tensile Stresses Vertical tensile stresses without Operating Thermal Gradient Z32R0 Paae
-- *,B .....
7 of 8
PCHG-DESG Engineering Change 0000075218R0 ANSY$Sh.0SPI JAM 19 2010 15:01:3b NODAL SOUJTIOM STEPM16
-:ME-7 i! (AVM3 TOP RSYS5 o8 2.228 SM -- 3303 S8 -1395 100 200 300 400 500 800
'100 802 900 0.tannlond Stat - VartCa1 Tensile stxaesea Vertical tensile stresses at the buttress without Operating Thermal Gradient Z32R0 Page 8 of 8
PCHG-DESG Engineering Change I u.U..os d .bl.p 0000075218 95Q 960 BUTIRER BU17REQ BUTTRESS HUMrTESS 02 u 90 105 In213 ISO 168 180 1?5 225 210 AZ 88 a 2w50 POUR10 POUR15 EL 230*
POUR14 EL 220*
POUOR 13 EL 21V P*R 12 EL 20W ELUR1I POUR1 AUX. BLDG. ROOF EL. 16r-8" EL 18 370 380 390 430 440 450 460 S50 510 520 560 570 500 590 aL 150 630 640 650 INTERMEDIATE POUR8 BLDG. ROOF EL, 149W0" EL 1I0l POUR2 EL 120 RBCN-0015 RBCN-0010 POURI EL 931 Z33R0 ' i Page 1 of 2
PCHG-DESG Engineering Change 0000075218 BUTTRESS BOTERESM allTTR0E5 6i 02 AZ. 2M4 259 270 31*
J 330 345
! 16 w0 45 EL 2W
-. ~1 0 r ,--1-T T 3 A B C A B C A B C
,0148 IS D E F 4
D E F D E F EL 2340' POURIs EL_224' G 77(D- G 8I G 88- I 78 (E--- J 83 L J 89 Q- L POURt3 EL 21Oy M 0 M 84 4 - 0 M 90 Q FUEL TRANSFER P BLDG. ROOF P R P 91 R OUR1I4 EL. 200'-4" Q (D-- s (D:- U s 92 u POUR10 EýL134 R 0- V 8976-- X ELPOUR8 130' yZ AA y Z AA EL_15'______
KXJR7 AB AC AD AB AC AD INTERMEDIATE INTERMEDIATE - El 010392 BLDG. ROOF BLDG. ROOF =
EL. 149'-0" EL. 149'-0" IAcross rio fol B ELP-WljR 13448i ELM 14
, OLR5 43
- 3 POUR ELR002 RBCN-0011 RBCN-0012 RBCN-0013 2 .4. 3 a .1.
Z33R0 I 4L *- Page 2 of 2