ML20248C265

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Rev 0 to Calculation 52091-C-057, Monticello HVAC Duct Screening
ML20248C265
Person / Time
Site: Monticello Xcel Energy icon.png
Issue date: 03/21/1995
From:
EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:
Shared Package
ML20248C136 List:
References
52091-C-057, 52091-C-057-R00, 52091-C-57, 52091-C-57-R, NUDOCS 9806020102
Download: ML20248C265 (68)
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Text

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Title:

lAONTIGE LL O Ph/AC DOCT CGf2EEg{ W G l l 1 i l

References:

6M MT E = Attachments: Ai6>0 ) l DIk Yl6 + G

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Revision Approval Number Date Description of Fievision Originater Checker Approver Cftl6!N d Df6t{ 1 g l 1 1 I 1 1 /N() 3; qjg,g i+ .p ;, % % %?, :,,, ~ : 12312 01/Coverste p/pt) 9806020102 980529 WQ j s PDR ADOCK 05000263 5~b P PDR l L- -___

M ~ l EQE INTERNATIONAL SHEET NO. 7 ~ ' ~ ' ' NSP Monticello BY OM4 DATE NHb6 5209', og JOB NO. 21 fif CALC. NO. bD] SUBJECT ltVAC DU(.T C4(2.EENit4 G CHKD_ D_ DATE Record of Revisions l Revisio_n Dalg Description 0 5, -tM C . Original issue i I O ~ l 1 ) I l [ 2HD897kalcsWyecocrn b ~

L* EQE HIERNAT:ONAL %' a W? O *~~~ SHEET NO. O 52091 NSP Monticello 3/34fD JOB NO. gog gy pKM DATE 6 CALC. NO. IO SUBJECT HVA/-. DutI e cd E e m M (s CHKD @ DATE s Tabla of Contents Section ERSA C ove r S h e a t....................................................................................... 1 R e c ord o f R evisi ons,........................................................................... 2 Ta ble o f C ont e nt s............................................................................... 3 Purpose.............................................................................................4 Approach..........................................................................................4 S um m a ry o f R e sults............................................................................ 4 . R e f e r e nc e s........................................................................................ 5 ( HVAC D uct B ounding C a se s............................................................... 6 L HVAC Duct and Support Properties....................................................... 7 SMA Ca pa city f or Sh ot Pins......................................'...................... 8-10 Scale d Flo or Re s p onse S pe ctra...................................................... 1 1 - 13 Loa d ing C on diti on s............................................................................ 1 4 Duct Over Turbine Bldg. El. 911' 4 kV Bus Room............................15-16 D uct O ve r TR X-4 0............................................................................ 1 7 ' D uct O ve r Pa nel G 31........................................................................ 1 8 D u ct O ve r D G 1 1.......................................................................... 1 9 D uct Over R H R Pum p P-20 2A............................................................ 20 { \\ Attachment A: Reg. Guide 1.60 Floor Response Spectra.............. 4 pages Attachment B: Manufacturer Info. on Hilti and Ramset Shot Pins.15 pages j Attact? ment C: Excerpts from Reference 10................................ 6 pages qb 2HDS97\\celce\\hvecoctn i I i i .)

M y, EQE INTEreW:ONAL SHEET NO. Y ~~~ 52091 NSF Monticello BY M DATE b 9 9 JOB NO. gog CALC. NO. d VBJECT NM SN4IN Co CHK'D W DATE Purpose The purpose of this calculation is to perform seismic screening evaluations for the bounding HVAC duct identified in the IPEEE walkdowns. Approach Selected bounding cases of the HVAC duct are evaluated using seismic screening criteria consistent with the seismic margins assessment (SMA) method. Per NSP, HVAC duct is not needed for room cooling for the IPEEE evaluation. Therefore, the HVAC duct is evaluated for system interaction issues only. Bounding cases, representing the most vulnerable of the duct posing system interaction concerns, were selected based on observations made during the walkdowns. Anchorage screening calculations are performed following the guidance of EPRI NP-6041-SL (f (Ref.1). The screening level demand spectral accelerations are consistent with an input motion having a peak 5% damped spectral acceleration of 0.8g. Summary of Results All of the bounding cases cre shown to have HCLPF capacities which exceed the 0.8g peak 5% damped ground spectral acceleration. Therefore, the HVAC ducting can be screened cut as it will not significantly contribute to the plant seismic risk. } I I 1 l N 2HD897\\cales\\hvecsem

N EQE INTERNATIONAL p SHEET NO. b Cl NSP MonticeHo IPEEE JOB NO. JOB BY M DATE NTIb b CALC. NO, ' SUBJECT l}VM DUCT Scita M 1H 6 CHK'D DATE 369 I References 1. "A Methodology for Assessment of Nuclear Power Ple.nt Seismic Margin," EPRI-NP,6041-SL, Rev.1 2. " Seismic Verification of Nuclear Power Plant Equipment Anchorage," EPRI-NP-5228, Rev.1. 3. EQE Calculation 52091 C-005, Rev. O 4. EOE Calculation 52091-C-010, "Monticello Unit 1 Electrical Equipment Anchorage Screening Based on Design Basis Evaluation," Rev. O. 5. EQE Calculation 52091.03-C-007, Rev. 0 6. EOE Calculation 52091.03-C-011, Rev. 0 (V3 7. Newmark, N.M. and Hall, W.J., " Development of Criteria for Seismic Review of Selected Nuclear Power Plants," NUREG/CR-0098, May,19 78. 8. " Generic implementation Procedure (GIP) for Seismic Verification of Nuclear Power Plant Equipment" Revision 2, SOUG, June,1991. 9. " Manual of Steel Construction, Allowable Stress Design," Ninth Edition, AISC,1989. 10. Unistrut General Engineering Catalog, No.12. 11. Avallone, E.A. and Baumeister, T., Marks' Standard Handbook for Mechanical Enaineers, Ninth Edition,1987. 12. Roarke, R.J. and Young. W.C., Formulas For Stress and Strain, Fifth Edition, McGraw-Hill, Inc.,1975. 13. " Manual of Steel Construction, Load and Resistance Factor Design. First Edition, AISC,1986. I / k 2HD897\\cales\\hvecoctn

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i ESE ...-. EQE NTERN/JCNAL Liis i a : SHEET NO. N O JOB NO. %9 I JOB NSP MON Tl 60 BY Pbl DATE 3bf/75 CALC. NO. b'N SUBJECT N\\/d' DUCT W#lbIb CHK'D DATE 5 i SU 5FGbfI2EED 00CT oV E DG II. l L l T. ) ss cA,c Cte t - c -cos !il ? ~\\. TssvT&T WT Peg c, @EhH ctAHP O' t(4' P4' ) v 7 t'5F x c,' (14. = Go# 19lrPussy G42* I l l .I 3 b ( 4 X 4-Du c-T g g = t x 14z* - itt res snwe esa mr#wm oU seis mc l u uti.G 4X DL Forte. MAy Logo i s ca., c M etpoknJ 4 Mh )( sX. ! 1 P.EAM %AMf'C Al2+, APG&vNTE /, DU CT CAN SE SC12-EEN CO 1

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l fGE noemmnom '%? SHEET NO. 5I JOB NO. W9 i JOB kls)" lA ON Tl CELLO BY DbN DATE 5/t.i/49 w . CALC. NO. SUBJECT NN Dd M/Nb CHKD M DATE 13 0 l l ATTAcl4 MEN T IL l mat 4ur9 cTvitett f IH F<lt H ATI ON i ot4 Hit-Tl /-No 17AMse t M eiNf r l l l c r50 EVALuhftCN (7-6 Fo F T 5, N o.1388 Nov. !'1813 L llo, (GS1 AuG. ldl83 ( 16 PA6ES Inca. Covz2F setT, i l i, I l I' l 1 O L u_________________________.__.

52C9 l -OOS sa. 4 ^ idard DX Fasteners T 1 NK Pins Shank diameter.145" tor concrete and steel. % " - 23 Studs Shank diameter.145' for concrete. l M \\ u ( ) i ltim Nr. Description Length item No. Description Length 000410371 NK 22 S12 000410704 NK 54 S12 2W' Item No. Description Thread Length Shank Length 000410589 NK 27 S12 1' 000410647 NK 62 S12 2W* 000242537 W61117 D12 000410597 NK 32 S12 1%* 000410654 NK 72 S12 2%* 000242560 W6-1122 D12 We* 000410605 NK 37 S12 1W' 000412700 NK 82 D12 3%' 000242586 W61127 D12 1* 000410613 NK 42 S12 1 Wa* 000412718 NK 97 D12 3%' 000242594 W6-1132 D12 1%" 000410621 NK 47 S12 1%*. 000242735 W6-20-17 D12 000242768 W6 20-22 D12 000242784 W6-20-27 D12 1' 000242792 W6-20 32 012 1%" l 000242818 Y,6 20 42 D12 1%" ENK Pins Shank aiemeter.145" for steel. 000243782 W6-38 27 012 1W" 1* ~ 1 h" 1 item No. Description Length 000415034 ENK 16 S12 We* 000415059 ENK 19 S12 %" - 20 Studs Shank diameter.145' for steel. w MI = SI$$$$$$$1 ~ D N Pins Shank diameier.145' for concrete and steel. I 1 Itern No. Description Throed". angth Shank Length l 4.._ - __% 000215673 EW6-1112 D12 i 1 000215764 EW6-2012 012 j 000215525 EW6 28-12 D12 1W" W* i N o. Description Length item No. Description Length 000215863 EW6-3612 D12 1%* W" 000441741 DN 19 P8 000441816 DN 47 P8 1%' 000441766 DN 22 P8 000441824 DN 52 P8 2* 000441774 DN 27 P8 1' 000441832 DN57P8 2%* 000441782 DN 32 P8 1%* 000441640 DN 62 P8 2W" 000441790 DN 37 P8 1W' 000441857 DN 72 P8 2%* 000441808 DN 42 P8 IWa* s/e" - 16 Studs Shank diameter.205' for concrete. 1 1)DMhN kkkb EDN Pins Shank diameter.145" for steel. Item No. Description Throod Length Shank Length 000264721 W10-30 27 P10 1%* 1' Le 000264739 W10-30 32 P10 1%* 1%* Item No.. Description %.ngth 000264762 W10 30-42 P10 1%* 1%* 000445726 EDN16PB OC0445742 EDN19P8 T E 000445767 EDN 22 P8 s/s" - 16 Studs Shank diameter.205* for steel. DS Hrvy-Duty Pins Shank diameter.177' for concrete end steel. intitm Item No. Description Length hgQ 000461574 DS 27 P10 1* i 000461582 DS 32 P10 1%* = 000461590 DS 37 P10 1%. Item No. Description Thread Length Ebank Length = '^~ h 000461608 DS 42 P10 1%. 000265694 EW10-3015 P10 1%* We* i T W 000461618 DS 47 P10 14" 000461624 DS 52 P10 2* 000461632 DS 57 P10 2%* I 000461640 DS 62 P10 2W' 000461657 DS 72 P10 2%* 8-32 Studs Shank diameter.138* thread length %* for concrete. j 000461665 DS 82 P10 3%* 000461673 DS 97 P10 3%' -j I 000461681 DS 117 P10 4 *s ' gjggg;;__ }l ltem No. Description Thread Length Shank Length d. EDS H:avy-Duty Pins Shank diameter.177* for steel. 000210575 W41015 S12 t es" 000210563 W4-10-20 S12 1%* F ltem No. Desertption Length 000210609 W410 25 Si2 1h* 1" 000465542 EDS 19 P10 000210617 W4-10 30 S12 1%s' 1%" 000465567 EDS 22 P10 000210625 W410 40 S12 14' 1W*

b Ibb%dNMSNNNh e2m-c - s o Jgad Tables g j Allow;ble Working Values in Concrete (Ibs.) CONCRETE STRENGTH 2000 pel 3000 pal 4000 pel FASTENER TYPE DEPTH OF PENETRATION TENSION SHEAR TENSION SHEAR TENSION SHEAR NK. DN 1%* 70 130 135 200 145 215 W6 DS W* 120 200 245 325 315 385 W10 1%* 175 310 225 355 275 400 CC27DN27 1" 100 14e TB22 We* 80 SL62 1* 40 75 l NOTE: 1. Apowable values are for 4:se fastener only. connected parts must be investigated separatey

2. Anowable values are for fasteners instaned m concrete having the designated compressive strength at the time of hatallat on.

E. Anowable values are based on a safety tactor of 10.

4. Muitspie fastenors are recommended lar increased reliability.

LIGHTWEIGHT CONCRETE w 3000 psi ll DEPTH OF INSTALLED THRU INSTALLED THRU FASTENER PENETRATION DECK INTO CONCRETE CONCRETE ONLY TYPE TENSION SHEAR TENSION SHEAR g DN t. NK 1%* 120 320 110 140 W6 DS 1%* 120 i ) W10 1%* 120 320 245 230 CC27DNt7 1* 60 70 ) ~ i SDF22 105 l 50

N07 Ana.s. v s e,s. ih.,as.,.,-ecied,a,te must be mvo

..,u ,a,ai.y l iowa.vaes s,e w issione,s.nsianed in-ei. na*,ine desenmed co,,,,e lve si,eegth et ine iime or instaiisiion. abie values are based on a satsty factor of 10. uiupie rasten.rs e,e,eco,n,nended io, ino, eased,.nabmiy. i i All w;ble Working Values in Steel (Ibs.) STEEL THICKNESS W* We* W* l FASTENER TYPE TENSION SHEAR TENSION SHEAR TENSION SHEAR j ENK. EDN EW8 485 565 425 525 435 550 EDS 665 790 790 810 810 745 l EW10 975 1435 1050 1460 1315 1465 ! NOTES: 1. Allowabie va' ass are lor the fasteners only; connected parts must be invest gaied separstoty.

2. The fastener point musi penetrate shru the steel to obtain allowable values.
3. Anowable values are based on a safety factor o'5.
4. Multiple fareners are recommended for increased reliability.
Allow ble Working Values for Attaching Metal Decking and Siding (Ibs.)

MFTAL THICKNESS g FASTENER TYPE 16 ca. (.060) 18 ge.(.047) 20 ga. (.036) 22 Ds. (.029) 24 ge. (.024) 26 0s.(.018) TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR ENP2-21-L15' 560 580 480 440 400 340 325 320 295 220 215 200 i ENPH/ENP3-21 L15' 415 580 325 44': 295 340 250 320 225 220 205 200 ENKK-20 S128 405 530 350 425 l 280 340 275 300 225 210 95 200 l i NOTES: 1. Minimum base steel theckness must be equal to or greater than W".

2. Minimuni base steel thickness must be equal to or premier than W'.

l l

3. Anowabie values are based on a safety factor of 5.

I Sh: r Strength (0,) and Flexibility Values (S,) for Calculating Steel Deck Diaphragms Deck ENP 2-21-L15 ENPH/ENP 3-21.L15 ENKK 20 S12 ^uge 0,(Ibs) l S,0n/ kip) 0,0bs) S,0n/ kip) O,(ibs) S,0n/ kip) ,8 2900 .0037 2900 .Or37 2635 .0065 { - 18 2200 .0054 2200 .0054 2120 .0070 20 1705 .0070 1705 .0070 1685 .0083 -] 22 1600 .0078 1600 .0078 1500 .0091 b 24 1105 .0092 1105 .0092 1045 .0100

I l NOTE
1. The above data can be used to caculate fastener performance when attaching steel dock diaphragma ba6ed on Steel Dock Institute 0mphragm Desen Manual.

f th 4- , r,

St L.ow Velocity Fastening Systems T&~,$cLF.:D.hGid,?Chh.Q3?h%MMRy.hWo%9&cEWd@M.304Mkti"*.*255Y3?SM'W :N M d 6.2 SIZING INFORMATION Table 6.2.1. T.100 Fasteners Threaded Studs Drive Pine Catalog Shank Shank Thread Catalog Shank Shank Number Length Diam. Length Number Length Dia m. (in.) (in.) (in.) (in.) (In.) 9140K .205 1W 3331X 1 .170 9130 1W .205 1% 3335X 1% .170 9150 1 .205 1% 3329X 2 .170 9160 1% .205 1% 3337X 2% .170 9170 1% .205 'W 3330X 3 .170 9190 1% .205 1W 3340X 4 .170 9180 1% .218 W 3348X 3% .187 Table 6.2.2. Low Velocity Fasteners Threaded Studs Drive Pins h a Catalog Shank Shank Thread Catalog Shank Shank Number Length Diam. Length Number Length Dlam. (in.) (in.) (in.) (in.) (in.) 1622WK .140 1503K W .140 1623WK .140 1504 .140 1624WK .140 1 1506 .140 1625WK .140 1% 1506B .140 1632W .140 1508 1 .140 1642W 1 .140 1510 1% .140 1643W 1 .140 1512 1% .140 1644M/ 1 .140 1 1514 2 .140 1652W 1% .140 1516 2W .140 1653W 1% .140 4 1524 3 .155 _ May 24.1985 File: LOWVEL: 18A , w ..a, w.n. - -- X ~ ~ m'... _? S_ E-e

pa2CA \\-C-OG] B6 Low Velocity Fastening Systerns

n. n. r..

,. -qg;p:.qq;.m.~;;. ~;, sy;g 6.3 RECOMMENDED DESIGN LOADS Table 6.3.1. Recommended Design Values for Ramset Low Velocity Fasteners Instelled in CONCRETE (pounds). Stone Aggregate Concrete Concrete Compressive Strength Catalog Shank Pene. Edge Speelng Number Olam. tration Dist. 2000 psi 3000 psi 4000 ps! D E m S (in.) (in.) (In.) (In.) Tension Shear Tension Sheer Tension Shear

1500, 1600 &

.140 1 3 3 110 165 175 185 235 205 1900 1% 3 3 130 190 180 215 230 240 series 3300X .170 1% 3 4 165 225 185 255 210 280 series 1% 3 4 220 330 225 315 225 300 UAs 3 5 80 125 90 145 105 170 1%s 3 5 115 265 150 ESO 190 230 9100 .205 1% 3 5 165 315 230 330 295 350 series 1% 3 5 300 375 310 42r) 320 460 1% 3 5 385 470 370 440 350 415 9160 .218 1% 3 6 290 385 255 355 220 320 t.lghtweight Concrete 1500 .140 1% 3 3 120 150 165 150 215 150 Series l k Notes:

1. The design loads listed in Table 6.3.1 are for the fastener only, wood or steel members connected must be investigated separately in accordance with accepted design criteria.
2. The tabuir'ed values were obtained by applying a safety factor of 8 to 1 to the average ultimate test loads. A higher safety factor may be required for applications with cyclic. fatigue, or shock loads.
3. The average ultimate values are obtained from best fit straight lines drawn through mean values of test data. Test data was provided by independent test laboratories.
4. The tabulated values are for fasteners installed in concrete having the designated compressive strength at the time of installation.

I May 24,1985 File: LOWVEL: 18A _ - - -g

_L,_ ",

4

920"t i-GC57 66 High Veiocity Fastening Systems siWuMB%u@312as Ch>%CGWRS*W?MKs%hconWER5ci;W6&RMSaataGr49.M6:s&25 7.2 SIZING INFORMATION Table 7.2.1 114 inch Headed Fasteners Threaded Studs Drive Pins Catalog Shank Shank Thread Catalog Shank , Shank Humber Length Olam. Length Number Length e Diam. (6n.) (In.) (in.) (In.) (in.) 2401* .156 2326' .156 2402* .156 2327 1 .156 2403* .156 1 2335 in .156 2404* .156 1% 2329 2 .156 2427B 1 .187 2337 2W .156 24288 1% .187 2330 3 .156 24298 1% .187 1 24308 1% .187 f% ~ 2431 1% .156 2 Table 7.2.1 - 318 inch Headed Fasteners Threaded Studs ccise Pins l Catalog Shnnk Shank Thread Catelog Shank Shank Number Length Diam. Length Number Length Diam. (in.) (In.) (in.) (in.) (In.) 3438 1% .250 3331 1 .170 l 3438* 1% .250 1% 3335 1W .170 3439 1% .250 1% 3329 2 .170 l h 3444 1% .218 3337 2% .170 3330 3 .170 3340 4 .170 3348 3% .187 Note: designates knurled shank for use with structural steel l May 31,1985 File: HIGHVEL: 18A w - - _ ~ - ---fg " O,,, mM _" eT"

  • ~ ' _ ~

4 _=_=g,,,-N"_-

cwm-t-oc j n High Velocity Fastening Systems _ v a w w.w n w w w w w m m a a n w w w m u. m n w w w a n u m 7.3 RECOMMENDED DESIGN LOADS Tan 7.3.1. Recommended Design Valuer Jor Ramset High Velocity Fasteners Installed in STONE AQQREGATE CONCP/,7E (pounds). Cetalog Shank Pene-Edge bp scing Type of Concrete Strength, l'c (psi) Nurnber Di m. tra on D t. Loading (in.) (In.) (In.) (in.) 2300 1 3 3 Tension 105 140 175 220 and .156 1 3 3 Shear 150 180 270 275 2400 1% 3 3 Tension 140 175 230 290 series 1% 3 3 Shear 210 265 250 260 1 3 4 Tension 95 130 155 180 3300 .170 1 3 4 Shear 150 205 265 320 series 1% 3 4 Tension 140 170 220 325 1% 3 4 Shear 230 270 365 425 1 3 4 Tension 95 105 140 165 2400B .187 1 3 4 Shear 160 200 215 230 series 1% 3 4 Tension 160 190 250 270 1% 3 4 Shear 245 275 315 375 1% 3 6 Tension 205 215 270 275 3444 1% 3 6 Shear 225 240 305 350 and .218 1% 3 6 Tension 340 350 385 395 9180 1% 3 6 Shear 350 370 415 495 1% 3 6 Tension 410 400 445 520 1% 3 6 Shear 500 520 535 590 1% 3 6 Tension 320 325 300 375 k 1% 3 6 Shear 330 350 380 475 3400 .250 1% 3 6 Tension 390 405 455 525 series 1% 3 6 Shear 435 460 535 570 2 3 6 Tension 455 545 680 590 2 3 6 Shear 610 690 780 850 Notes: '. The design loads listed in Table 7.3.1 are for the fastener only, wood or steet members connected must be investigated separately in accordance with accepted design criteria.

2. The tabutated values were obtained by applying a safety factor of 8 to 1 to the average ultimate test loads. A higher safety factor rnay be required for applications with cyclic, fatigue, or shock loads.

1 l r, May 31,1985 File: HIGHVEL: 18A M MAff]_Y__^ " - 3y

M ~~~ ~ r UCBO Eva uation Service l Inc. A subsidiary Corporation of the International Conference of Building Officials f .y hport No. 2388 LIVALUATION REPORT November. T993 Copyright C 1993 ICBO Evaluation Service,Inc. Filing Category: FASTENERS-Manual Pneumatic or Powder dnven Steel Studs and Nails (066) HILT 1 LOW VELOCITY POWDER ACTUATED DRIVE AND HILTI Findings PNEUMATICALLY DRIVEN FASTENERS IV. Findings: That the Hitti Low-velocity Powder Actuated Drive and HILTI, INC. Hilti Pneumatically Driven Fasteners described in this report comply 5400 SOUTH 122ND EAST AVENUE with the i991 Uniform Building COS. subject to the following condi-1 POST OFFICE BOX 21148 TULSA, OKLAHOMA 74146 tions:

1.

Subject:

Hittilow-velocity Powder Actuated Drive and Hitti Pneumati-

1. Allowable tension and shear values are as noted in this report.

No increase is permitted for wind or selsmic loading conditlens, rally Driven rasteners.

Description:

A. General: The fasteners are manufactured from aus-

2. Where wood members are attached by fasteners,the connection tempered steel conforming to A!SI 1061 and zine plated to ASTM B 633.

to wood must be investigated to insure allowable wood stresses SC 1, Type lit. The fasteners are manufactured in nails or threaded-stud are not excesded. Washers are required to reduce wood-bearing stresses. types. having various shank diameters. thread diameters. tengins, and knurled or smooth shanks.

3. When installed in concrete, the minimum spacing between fas-The fasteners are used to fasten various materials to substrates of con-teners is 4 inches on center and the minimum edge distance ir crete or steel. For ceiling suspension systems, a special TB eye pin or 3 inches. When installed in steel, the minimum spacing between f asteners is 11/2 nches on center and the minimum I

CC27DN27P8T ceiling clip is available. Fastener types, descriptions, 1 dimensions and allowable loads for fastening to steel are noted in Tables edge distanceis /gInch. Nos. l.1-A and tl. Fastener types, dimensions. required penetrations and

4. Concrete thickness must te a minimum of three times the allowable loads for fastening to concrete masonry units are noted in Table penetration of fastenerinto concrete.

No.111. Fastener types. descriptions, dimensions, required penetrations.

5. Fasteners are driven into concrete afterthe concrete attainsthe and allowable loads for fastening to normal-weight and lightweight con.

required design compressive strength. crete are noted in Tables Nos. IV. V and VI. Fastener types and allowable

6. Pins attaching wood or steel sitt plates to the perimeter of con-loads for fastening rnetal siding and decking to structural steel are noted crete slabs are limited by the following conditions:

s 7n Table No. Vll. V B, Fastening Tools: The fasteners are designed to be installed with a

a. Floor slab and foundation wall or footing beneath are placed Hiltilow velocity powder actuated tool or a Hilti pneumatic tool in accor*

monolithically to tvold construction joints. cance with Hilti's recommendations.

b. Foundation walls are cast.in place concrete.

C. identification:The word "Hitti is stamped on the steel washers, pre-

7. Allowable shearvalues.listedinTable No.Vilshould no mounted on the fastener,in case of nails with plastic washers.an H is in the design or analysis of diaphragms.

Imprinted on the head of the fastener. The ENKK fastener is identified on 1992 Supplement to the U.B.C.:This report is unaffected by the supple-the packaging. ment. lit Evidence Submitted: Shear and pull out test results. descriptive This report is subject to re examination in one year. details and installation instructions. Evaluation reports ofICBO Evaluadon Service,ine., are issued solely to provide information to Class A members ollCB ' s based. Evaluation reports are not to be construedas representing aesth etics or any other attributes not specyically addresse i fp ' dation for use ofthe subject report. This report h based upon independent tests or other technicaldata submitted by the applicant. The ICBO Esa ( nest results and/or other data. but does notpossess testfacilities to make an indep'endent veryication. There is no wa %/ n birity. d or implied. as to any

  • finding" or other maner in th e report or as to any product covered by the report. This duc Page 1 of 8 e

@yq { {- N 1 TABLE NO. l-ALLOWABLE WORKING VALUES IN POUNDS FOR LOW-VELOCITY FASTENERS DRIVEN INTO STEEtu (Pounids) i STut Tacr.ntss (secms) 34s ila as 1ds DEsCfuPTION FASTENER TYPE Tensen l Sheer Tonsson Sheer Tension sheer formamm sneer Dome head Nail EDN 245 8 540 275 680 275 665 270 640 Knurled 0.14tinch-diameter Shank Knob-head Nail ENK 245 540 275 620 275 665 270 640 Knurled 0.145 inch-diameter Shank I8/4". 20 Threaded Stud EW6 245 540 275 680 275 665 270 640 Knurled 0.145 inch-diameter Shank Hear Duty Dome-head Nail EDS 16$ 665 335 935 400 970 515 995 Knurfed 0.177 inch-diameter Shank h".16 Threaded Stud EW10 200 750 510 1500 575 1540 445 1100 i Knurled 0.205-inch diameier Shank Dome head Nad DN 380 490 255 590 345 655 375 690 Smooth 0.145-inch diameter Shank Heavy Duty Dome head Nail DS 195 795 310 625 390 780 280 810 Smooth 0.177 inch-diameter Shank l Drywall Track Nail ESD16P8T 125 530 165 575 165 620 135 480 l Stnooth 0.145 inch-diameter Shank Flathead Nail SDM14 THP d i10 450 125 455 135 370 115 265 ) l Smooth 0.145-inch diameter Shank j Flathead Nail SDM23 ' Smooth 0.138 inch-diameter Shank 205 440 Flathead Nail SDM2J ' 205 530 Smooth 0145 irwh-diameter Shank For footnoies. see Table No.1 A l TABLE NO I A-ALLOWABLE WORKING VALUES FOR WOOD ATTACHED TO STEEL FOR LOW-VELOCITY FASTENERSV f^ STIEL THICKNESS DESCRIPTION FASTENER TYPE (inches) Tensson Shear 8 160 \\ -cad Nani Knurled 0.145-inch-diameter Shank EDN5 / Come head Nail Smooth 0.145-mch-diameter Shank N K. DNa J/s 250 250 Heav5 Duty Dome-head Nail Smooth DS; J/s 310 305 0.177-inch diameter Shank Dome head Nail Smooth 0.145-inch-diameter Shank DN8 8/a 300 Dome head Nail Smooth 0.145 mch diameter Shank DN-47 MX* 8/a 150 230 IThe allow able shear and tension values are for fasteners only. Wood or steel members connected must be ins estigated in accordance with accepted design criteria. Loads are based on ASTM A 36 steel. f 2Faueners shall be driven to a penetration where the full diameter of a shank pierces the base steel. l 3SDM fasteners in / cinch through 1/ inch shank lengths have a 0.138 inch-diameter shank. 3 7 'SDM fasteners in 28 7 /a inch through 2 /s-inch shank lengths have a 0.145 inch diameter shank. SFasteners ue ned to attach '/a inch or 1/ cinch thick plywood to a No. II gauge (minimum steel members with no washers used. { 8 6Fssteners tre driven through a 1 /is inch diameter.3 7 /u inch washer to attach /a inch-thick plywood and a 2 inch nominal thick wood member to a 3 inch (minimumi 3 / I thick steel m;mber. 7 7 Fasteners are driven through a /g-inch diameter,3/w inch washer to attach a 2 inch nominal thick wood member to a 3 inch (minimum) thick steel rnember. / " Fasteners are driven r. rough a 1 /is inch diameter. 0.060-inch thick washer to attach /; inch StructuralI plywood to a /a inch (minimum) thick steel member. If the 7 8 8 inteners are ved w attach honzontal plywood diaphragms the allowable loads and fastener spacings shall conform to Table No. 25 bl of the code for a 10-penny common nailin a 3 inch wide framirg mernber. I ' Fasteners rre driven through wood niembers nominally 2 inches thick into /4-inch-thick steel members using pnnmatic tools. 1 TABLE NO. Il-ALLOWABLE WORKING VALUES IN STEEL FOR PNEUM ATIC TOOLSW (Pounds) j sNAux ouETtP. ETEEL TmennEss l DESCRIPTION FASTENER TYPE (Inches) TYPE OF loa 0 (inches) Flzthe-d Nail Maguine I sDM 14 MX 0.145 Tension 120 l Shear 440 1 Flathead Nati Mahuine S'DM-M X 0.13R Tension 195 sieners in '/ cinch thnny;h 1/n. inch shank lengths have's 0.138 inch diameter shank. SDM fasteners in 28/n-inch through 2 /g-inch thank lengths have a 1 7 7 inch-diameter shank, k. Umads reed on ASTM A 36 uccl. 37he fu.tener point muu pereirate throui;h the steel to obtain the allow.ible values.

pgF\\ V U b ' page 3 ot 5,; ~ ~ ~ RkNOM .,.... n 'l t 3LE NO. llMOWABLE NORKING LOADS FOR LOW VELOCfTY FASTENERS N s ( INSTALLED IN CONCRETE MASONRY UNfTS1 A3 (Pounds) j DerH or wcmTAR JowT Honow cWu caourso cWu .[ .snassic DaWttut PENETRATION PAsToef R TYPt Drum) Once) Tere &on Sheer Tension Sneer Tensaan gnmar q DN. W6. NK 0.145 1 70 100 95 130 120 175 l SDM 0.145 1 60 70 75 80 105 145 l SDM 0.138 1 50 65 75 75 95 120 l SDM20TMP 0.138 hs 35 55 60 65 85 105 IThe tabulated values are for fasteners installed in concrete masonry units conforming to ASTM C 90. Grade N. Type 1. 2The allowable tension and shear values listed are for the fastener cnly; wood or steel members connected must be investigated separately in accorda ice with accepted desi;;n criteria. 3 Mortar shall conform to Table No. 24-A cf the code as Type M mortar. TABLE NO. IV-ALLOWABLE WORKING VALUES IN NORMAL WElGHT CONCRETE FOR LOW VELOCfTY FASTENERS 43 4 (P ccacRcTE sTntNotw N "d' # 8' " " SNANiC DLAMETER WINtWUW PENETRATION DESCR6PTON FASTENER TYPE Oncf0 (Incheel LOAD 2000 3000 4000 Flathead Nail Gypsum SDM20P8 0.138 44 Shear 85 90 W:Jiboard Track Pin Tension 70 70 150 200 Flathead Nail SDM5 0.'138 l'/s Shear 125 180 Tension W20 Threaded Stud W6 0.145 l'/g Shear 160 225 265 Tension 90 115 145 Knob-head Nail NK 0.145 l'/s Shear 160 225 265 Tension 90 115 145 Dume.nead Nail DN 0.145 18/g Shear 160 225 265 Tension 90 115 145 Flathead Nail SDM6 0.145 l'/n Shear 205 205 205 Tension 115 140 165 p Ceiling Chp C27DN27P8T) 0.145 ' 446 Shes' 175 120 Tension Eye Fin TB22 0.153 Va Shear 105 Tension Eye Pin TB27 0.158 l'/16 Shear Tension 125 Dome head Nail SDF22P8T5 0.138 44 Shear 90 90 Tension Dome head Nail DS 0.177 1 916 Shear 250 285 330 Tension ISO 205 275 hs 16 Threaded Stud W10 0.205 1% Shear 190 445 500 Tension 220 280 345 8 Fasteners shall not be driven until the concrete has reaciicd the designated ultimate compressive strength. 1he allowable shear and tension values are for fasteners only. Wood or steel members connected must be investigated in accordance with accepted design cri 2 3For concrete strengths not listed between the limits shown, working values may be determined by linear interpolation. 8The fasteners are manufactured in several lengths to accommodate various thicknesses of material being fastened to the surface of the concrete.The faste of such length to give at least the tabulated minimum penetration into the concrete. S DM fasteners in 44-inch through 1 /s. inch shank lengths have a 0.138-inch-diameter shank. 7 S 6SDM fasteners in binch and 2'/ cinch through 293 inch shank lengths have a 0.145-inch diameter shank. l 7The allowable load at a 45-degree angle in 4.000 psi concrete is 240 pounds. 8 isted working values are for lightweight or hard-rock concrete. Fasteners are to be driven through '/16-inch maaimum thick sheet metal and are limite l L steel floor or ceiling channels to concrete for intenor nonbearing walls. l t 1 J l l I l L 1

b ~~ Page 4 tf 5 Repoft Ns. 2388 UQHTWDGHT CONCRETE FOR LOW-YELOCfiY FASTENERS bd' E8 (,000 pel I>h TABLE NO. V-ALLOWABLE WORKING VALUES IN WINIMUW F 3 Pounds) f DEacsFnOM FaSTDsER TYPE menes TDWO88 SHE.aR Naal 0.145 inch diameter Snank DN I 215 235 1% 240 280 11/2 310 295 Knob-head Nail 0145-inch 4ameter Shank NK 1 215 235 1% 240 280 l'/2 310 295 %* 20 Threaded Snul 0.145-inchwiinmeter Shank W6 1 215 235 i% 240 280 11/2 310 295 Heavy Dut Dome-head Nail 0.177-inch <!iameter Shank DS 1% 285 245 l 81/2 320 325 SI /s 400 410

hs"- 16 Threaded Stud 0.205 inch-diaracter Shank W10-30 27 P10 1

265 190 l W10 30-32 P10 1% 280 380 51/s 445 540 W10-30-42 P10 Flathead Niil 0.145-inch diameter Shank SDM i I45 185 1% 205 235 13/s 265 290 Drywall Track Nail 0.138 inch-diameter Shank SDM20THP Ds 85 110 SDF27TH hs 85 110 Flathead Nail 0.138-inch <iiameter Shank SDM 9: 140 145 1 180 210 Ceiling Chp CC27DN22 P8T Us 85 165 CC27pN27 t'8T I 140 230 TB22 Us 90 75 Ey[e Pin 0.158 inch 4ameter Shank TB27 I 90 80 (* ( TB32 1% 90 85 8 32 Threaded Stud 0.138 inch-diameter Shank W410-20 512 44 110 150 w410 25 S12 1 165 170 W4 10-30 S 12 1 '/s 235 185 0 Fasteners shall be driven until the concrete has reached the designated ultimate compressive strength. % allowable shear and tension values are for fasteners only. Wood or steel members tonnected must be investigated in accordance with accepted design criteria. %e fasteners an manufactured in several lengths to accommodate various thicknesses of material being fastened to the surface of the concrete. The fasteners shall be of such length as to give at least the tabulated minimum penetration into the concrete. he fasteners installed through steel deck must be installed through the underside of deck between the ribs (see diagram below). This deck must be a minimum No. 20 gauge, with a minimum depth, d. of three times the penetration of the fastener. e ~ 1 hhe allowable tension load at a 45-degrec diagonal. such as might be encountered when installing splayed wirts in a suspended ceiling system. is 95 pounds for the CC27DN27 P8T ceiling clip. TABL'E NO. VI--ALLOWABLE WORKING VALUES IN NORMAL-WEIGHT CONCRETE FOR PNEUMATIC TOOLS (POUNDS) PENETRAfica DEPTM CONCRETE STRENGTM DESNIIPTION FASTI.NEA TYPE SMANK DtAMETER Once) Onenee) TYPE OF LOAD a.000 pel Ftthead Nail Magazine SDM20-MX 0.138 ha Shear 85 Tension 70 Fl:thead Nail Magazine SDM MX' O.138 i% shear 150 Tension 125 Flubcad Ntil Magazine SDM-MX2 0.145 1 932 Shear 175 Tension 140 7 BSDM fasteners in % cinch through 1 /s-inch shank lengths have a 0.138 inchasiameter shank. 9 7 5DM fasteners in 2%-inch through 2 /s inch shank leng.hs have a 0.145 inch-diarneter shank. Os _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _.. _ _ _ _ _ _ _. _ _ _ ~

Page 5 of 5 Rsport No. 2388 TABLE NO. Yll-ALLOWABLE WORKING VALUES FOR ATTACHING METAL S4 DING AND DECKING 113.4 (POUNDS) PANEL THCKNESS (bchse) ~ 0.0eas 6.0474 0423e 0.02ns 6.c230 0.0171 (No.18 Omuge) (No.18 Gauge) N. 2o Oeuge1 (No. 22 Gauge) (Mo. 24 Gewge) (No. 26 Gauge) FASTEMER TYPE Tee sneer Tensaan sneer Tensaan Sheer Termon Sheer Terwon sneer Tenews Sheer ENP2 21 !!5l 280 580 240 440 200 340 160 320 145 220 110 200 ENPH2 21-Ll58 200 580 240 440 200 340 160 320 145 220 110 200 ENKK20-5122 200 530 175 425 140 340 140 300 115 210 50 200 ' Base steel thickness must be /4 inch or greater. 1 2 ase steel thickness must not be lest than /s inch or gnater than /g ncft. B 3 8 i Ws based on ASTM A 36 steel and decking or siding with yield point. Ty = 33.000 psi.

  • Shear diaphragm tables for these fastene:s are found in ICBO ES Evaluauon Report No. 4373.

/

szou-c-ce'7 g International Conference of Bui cing Officials Civ^LUATION REPORT "*"l,$ l,7/s$ Filing Category: FASTENERS-Manual Pneurnatic of Powder-driven Steel Studs and Nalls RAMSETPOWDER ACTUATEDFASTENERS !!!. Evidence Submitted: Shear and tension tests for fasteners driven RAMSET FASTENING SYSTEMS into concrete and steel are submitted. SHAMROCK AVENUE EAST ALTON, ILLINOIS 62024 Findings

Subject:

Ramset Powder. actuated Fasteners. IV. Findings: That the Ramset Powder actuated Fasteners are alter-nate methods of construction to that specified in the 1982 Uniform

== II. Description:== A. General:'!he r, teel used in the manufacturing of Building Code, subject to the following conditions: Ramset fasteners is AISI 1062 or 1065 austempered to a Rockwell "C"

1. The allowable tension and shear values shall not exceed those set hardness of 50 to S4.

forth in Tables Nos. I through VI for fasteners driven into The fasteners have shank diameters of % inch. s/n inch, H/w inch. N concrete and steel. No increase is permitted in the tabulated inch. '% inch. % inch and W inch. Drive pins are available with %-inch. va:ues for duration ofloading. .300-inch and %. inch-diameter heads and are used to pierce the material 2. Where w ood members are atta.hed by the fasteners the capaelty being fastened for connections directl,y to concrete or steel. % here a greater of the connection must be investigated in accordance with ac-beanny area undet the drive pin head is requtred, the pins are dnven through cepted design criteria based on the shank diameter enbedded in steel discs or premounted washers. Threaded stud fasteners having %.0 the wood member. Washers must be provided so that wood-and %.16 threads are also manufactured and are used with a nut and w asher bearing stresses wl!I not exceed code salues where connections for the attachment of w ood or steel to concete and steel. Special eye pins are subjected to tension forces. and ceiling bracket assemblies are also available.

3. The pin sizes, minimum embedments, minimum spacing. ed e and end distances shall conform to the requirements set forth fn accordance w,rs are designed to be mstalled with powder actuated tools.

The fastene m ith the manufacturer s recommendations. Tables Nos. I and VI. The alloveable shear and tension values for Ramset low-velocity fastener 5 4. The pins are not used to attach plates to the perimeter of con. driven into concrete and steel are set forth in Tables hos. I and !!. respec-crete slabs uhere: e al wje (a) A coldjoint is made between the slab and foundation below l o ig we co cre e et forth in e and tension values for Ramset high velocity fasteners driven into concrete the plate. and steel are set forth in Tables Nos. IV and V. respectively. The allowable (b)The plate is installed on slabs supported by foundation walls shear and tension values for Ramset low-velocity fasteners attaching wood formed of concrete block. p' steel are set forth in Table No. VI. 5. Minimum concrete thickness is three times the fastener penetra-( B. Ider.tification: The Ramset fasteners are identified with either a "W." tion into the concrete. LJ "R." or an elongated "S" stamped into the head. Angle clip and conduit 6. Fasteners are not driven into concrete until the concrete has clip essemblies, or other assembled-type products. may be identified by the reached the designated ultimate compressive strength. unique design of the product in specially labeled containers uhich distin-guish type and size. along with the company name and address. This report is subject to re examination in two years. J l i l CB0 evaluation reports are issuedsolely toprovide information to Class A members of the organi:ation utiti:ing the code upon which the report is l l based. Evaluation reports are not to be construedas representing aesthetics or any other attributes not specifically addressed nor as an endorsement or , ecommendationfor use ofthe subject report. l This report is based upon independent tests or other technicaldata submitted by the applicant. The ICB0 technicalstaff has reviewed the test results l and!or otherdata, but does notpossess testfacilities to make an independent verification. There is no warranty by !CBO, expressed or implied, as ta any l " Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. I Page1 of 3 u

{ ("Ob g Page::cf 3 Rip:rt N11639 ) { TABLE NO. WALLOWABLE WORKING VALUES FOR RAMSET LOWNELOCITY FASTENERS I C) INSTALiEDIN STONE AGGREaATE CONCRETE (POUNDS)5 8 CONCRETE COMPRESSIVE STRENGTN i SNAN8C PENE. EDGE 2000 pel 3000pel 4000 pel CATALOC D6 Ant. TRATION DIST. SPACINQ { NUMSER (In.) (in.) (in.) (In.) Tension Shear Tension Shear Tension Sheer l 1500 I 1600 & .140 1 3 3 110 165 175 185 235 h j 1900 1% 3 3 130 190 180 215 230 746 l series 1 3300X .170 1% 3 4 165 225 185 255 210 280 series 1% 3 4 220 330 225 315 225 300 'Via 3 5 80 125 90 145 105 170 18ha 3 5 115 265 150 250 190 230 9100 .205 1% 3 5 165 315 230 330 295 350 series 1% 3 5 300 375 350 420 320 460 1% 3 5 385 470 370 440 350 415 9150 .218 18/a 3 6 290 385 255 355 220 320 IThe lasteners shal1 not be driven until the concrete has reached the designated ultimate compress've urength. 2The allomable tension sod shear values am for the fastener only. Wood or steel members connected must be investigated separately in accordance mith accepted design criteria. TABLE NO. Il-ALLOWABLE WORKING VALUES FOR RAMSET LOWNELOCITY FASTENERS IN STEEL (POUNDS)' 8 STE EL TNICKNES$ (inches) SNaNK TYPE E3GE Sie 1.4 as CATAL00 DI AM. OF DIST. SPACING NUMSER on.) SNANKI (Inj (In.) Tension Shear Tension Shear Tension Shear i k .140 S I 130 665 270 700 370 840 1900 series 3300 .170 S sia 1% B5 820 180 895 330 900 series 9140K .205 K h. Ita 480 1565 550 1950 IK = knurled shank. $ = smooth shank.

The fasteners shall have sufficient length so that the entire pointed portion of the shank pierces the steel plate.

5The allomable tension and shear values are for the fastener only. Woc,d or steel members connected must be investigated separately in accordance with accepted design criteria. TABLE NO.lli-ALLOWABLE WORKING VALUES FOR RAMSET FASTENERS INSTALLED IN LIGHTWEIGHT CONCRETE (POUNOS)1 COcETE COMPREME SNANK MIN STRENGTH (pel) CATALOG FASTENER DIAM. EMSE'D. TYPE NUMSER TYPE (tn.) (In.) OF LOAD 2000 2000 a000 l 1500 Drive .140 1% Tension 120 165 215 l l l Series' pk. j 1500 Drive .140 1% Shear 3 150 150 150 Series' pin l 3444 Threaded .218 1% Tensions 185 225 270 slud i 1202CFl0 Angle .140 IW Tension 5 35 ' 75 110 clip IThe allouable tension and shear values are for the fastener only. Wood or steel members connected must be investigated in accordance eith accept.ed design criteria. 2The fasteners shall not her installed until the conc'ete has reached the designated compressive strength. JThe listed values are for fasteners driven through minimum No. 20 gauge drywall channel. 4The 1500 series fasteners are manufactured in a variety oflengths to accommodate vanous thicknesses of material being fastened so the conente. 5The fasteners must be ir6 stalled through the underside of the steel deck pan (between the ribs ). The steel i deck must be a minimism No. 20 gauge, with a minimurn 3 t/2 mehes of concrete stab. i m

hhkbb C, l@ Page 3 tf 3 ' R:p rt N3.1639 TABLE NO.IV-ALLOWABLE WORKING VALUES FOR RAMSET HIGH-VELOCITY (,/ FASTENERS INSTALLED IN STONE AGGREGATE CONCRETE (Pounds)* 8 CONCRETE COMPRESSNE STRENGTH SHANK PENE. EDCE 2000 pal 2500 pel 3500 pal es00 pal CATALOG DIAMETE.J TRATION DISTANCE SPnC1NQ NUMBER (Inches) (lnches) (laches) (Inches) Tension Sheer Tenslog Shear Tension Shear Tension Shear 2300 1 3 3 105 150 140 180 175 270 220 275 and .156 2400 1% 3 3 140 2l0 175 265 230 250 290 260 series 3300 .170 1 3 4 95 150 130 205 155 265 180 320 series 1% 3 4 140 230 170 270 220 365 325 425 2400B .187 1 3 4 95 160 105 200 140 215 165 230 series 1% 3 4 160 245 190 275 250 315 270 375 3444 1% 3 6 205 225 215 240 270 305 275 350 and .218 1% 3 6 340 350 350 370 385 415 395 495 9180 1% 3 6 410 500 400 520 445 535 520 590 3400 .250 1% 3 6 320 330 325 350 300 380 375 475 series 1% 3 6 390 435 405 460 455 535 525 570 l 2 3 6 455 610 545 690 680 780 590 850 IThe fasteners shall not be driven until the concrete has reached the designated ultimate compressive strength. 3The allowable tension and shear values are for the fastener only Wood or steel members connected must be investigated in accordance with accepted design eriteria. TABLE NO. V-ALLOWABLE DESIGN VALUES FOR RAMSET HIGHNELOCITY FASTENERS IN STEEL (POUNDS): a STEEL THICKNES5 0nches) SHANK EDGE DIAM. TYPE DIST. SPACINO t.a se 1.1 / \\ CATALOC D OF M S { l NUMBER (In.) SHANK 1 (In.) (In~) Tension Shear Tension 5% ear Tension Shear V 2300 & .156 K W 1 350 710 420 710 355 710 2400 .156 5 i 225 710 255 710 330 710 series 3300 .170 S 5/ 1% 155 880 283 880 262 880 series 2400B .187 S sin tw 245 950 320 950 365 950 series 3444 .218 S IW 300 1050 430 1195 600 1895 3400 .250 K I I% 615 1805 765 1795 920 1795 0 series .250 S I 1% 310 1805 450 1795 530 1795 IK = knurled shank. S = smooth shank. l TThe entire pointed portion of the fastener must penetrate the steel to obtain the tabutated values. l FThe allowable tension and shear values are for the fastener only. Wood or steel rnembers connected must be investigated separstely in accordance with accepted design criteria. 1 1 TABLE VI-ALLOWABLE DESIGN VALUES FOR RAMSET LOYMELOCITY FASTENERS ATTACH!NG WOOD TO STEEL (Pounds)' 8 STEEL TMsCKNEsS (inches) SHANK s*ts its CATALOG DIAMETER WOOD NUMBER (Inches) TYPE Tension Shear Tension Shear 15005D .140 W. inch 75 200 110 250 series Structurally Plywood 1500SD .140 2 x 4(Nominal) 90 235 160 255 series Douglas Fir Lar:h g i j IMmimum spacing for the fasteners must be equal to the thickness of the wood member being attached but U not less than 1W inches. l l F1he entire pointed portion of the fastener must penetrate the steel to obtain the tabulated ealues. t i i l l L._.___..

EQE MERNATONAL SHEET NO. b JOB NO. MON I JOB M MOMTICELLO gy M DATE 6[Tl[% CALC. nob'b SUBJECT H 1/AC.- D /Cr" WA8u//N6 CHKD NE DATE S 23/W ATTACHMENT C 6xcetter< F-v.o s y-EF io. O @MS IM ct Covsp. SHT. tO o 1 I i j k_ l' j

W Ml V L*p [ C4 CHANNEL NUT LOAD DATA FOR 1-5/8* (41 MM) WIDTH SERIES CHANNEL J to MAXIMUM ALLOWABLE PULL-OUT AND SLIP LOADS $k' ML Channel Nut Gage Channel Lbs kN Lbs kN FtLbs N*m 3/4' -10 2500 11,1 1700 7.6 125* 170 0 5/8* -11 2500 11.1 1500 6.7 100* 135 1/2' -13 P1000 2000 8.9 1500 6.7 50 70 12 P3000 7/16'-14 P5000 1400 6.2 1000 4.4 35 50 i P5500 3/8' -16 1000 4.4 800 3.6 19 25 5/16* 18 800 3.6 500 2.2 11 15 1/4' -20 600 2.7 300 1.3 6 8 1/2" 13 1500 6.7 1500 6.7 50 70 12 P3300 1000 4.4 800 3.6 19 25 3/8' 16 5/16* 18 800 3.6 500 2.2 11 15 1/4' -20 600 2.7 300 1.3 6 8 1/2' -13 1400 6.2 1000 4.4 50 70 h 3/8" 16 P1100 1000 4.4 750 3.3 19 25 14 800 3.6 400 1.8 11 15 5/16'-18 P4100 1/4' 20 600 2.7 300 1.3 6 8 1/2" -13 1000 4.4 1000 4.4 50 70 3/8' -16 P2000 1000 4.4 750 3.3 19 25 P4f00 00 3.6 400 1.8 11 15 5/16' 18 1/4" -20 600 2.7 300 1.3 - 6 8

  • May require a'B' or 1/2" thick fitting.

d.1 Nut design loads include a minimum safety factor of 3. ((; - Note: Refer to the Channel Nut Selection Cha.1 onthe following two pages for the part number. r ,I... $ C.O h$, u... l#

p I;.

e?

"?/

If 7 M._. M i

@@ l -C-@ l "^ g BEAM CLAMPS ( F4R 1-5/8"(41 MM) WIDTH SERIES CHANNEL J I P1648 S thru P1653 S

  1. , Set Screw i

Size C Included .g. .f %* N * @ k. at.kf,':y $$ ' '. J-% ,. B ', ^ 1 l (22.2) y /' Y"' 2 ( % ".ll,Qg

  • .j 2 h*

~^ [ / I TappedHole #U*A?I l (63.5) Si:e A l A (63.5)g g For beams under 7/8- (22.2) thick flange. / l "A" "B" "C"

  • D" Weight /C

/ Design Load Part Number in in mm in in mm Lbs kg /Lbs kN P1648 S 1/4 -20 1/8 3.2 3/8 x 1 1/2 7/8 22.2 67 30.4 650 2.9 P1649 S 5/16 -18 1/8 3.2 3/8 x 1-1/2 7/8 22.2 67 30.4 650 2.9 P1649 AS 3/8 -16 1/8 3.2 3/8 x 1 1/2 7/8 22.2 67 30.4 650 2.9 .I P1650 S 3/8 -16 3/16 48 1/2 x 11/2 15/16 23 8 100 45 4 1100 49 l.g P1650 AS 1/2 -13 3/16 4.8 1/2 x 1 1/2 15/16 23.8 100 45.4 1 1100 4.9 % F P1651 S 1/2 -13 1/4 6.4 1/2 x 1 1/2 15/16 23.8 130 59.0 1600 7.1 P1651 AS 5/8 11 1/4 6.4 1/2 x 1-1/2 15/16 23.8 130 59.0 1600 7.1 P1652 S 5/8 -11 5/16 7.9 5/8 x 1-1/2 1 5/16 33.3 160 72.6 2400 10.7 P1653 S 3/4 -10 5/16 7.9 5/3 x 1 1/2 1 5/16 33.3 160 72.6 400 10.7 j ~ P2398 S P2401 S Sei S 'In~iuded 5 >;.5 ,C P2403 S g, "Me+

g.. -

,u .x N hy. ..[ l -x D ys:4 M P* ') d i 3 %* o e (92.1) h#. jf' B f Tapped Hole- . -y d g.. j)PM-N# ""^ 3(82.6)N A For beams between 3/4"(19.1) to 1-5/8" (41.3) thick flanges.

  • A*
  • B" "C"
  • D" Weight /C

/ Design Load j p in in mm in in mm Lbs kg Lbs kN l P2398 S 1/4 -20 1/8 3.2 3/8 x 2 1 21/32 42.1 109 49.4 800 3.6 l P2401 S 3/8 -16 3/16 4.8 1/2 x 2 1-11/16 42.9 156 70.8 ,1300 5 \\1900 P2403 S 1/2 -13 1/4 6.4 1/2 x 2 1-11/16 42.9 201 91.2 .5 v M ,s

k t BEAM Ct. AMPS. K,,, FOR 1-5/8' (41 MM) WlDTH SERIESgh L M29 s SWlVEL BEAM CLAMP Supports 3/8',1/2", 5/8', h* - 13 X 1 h* 3/4',7/8' hanger rods. Set Screw N and Nut included i 1 %* b s a <3i 8) ph_ f'f0) j s a c { h. ggp44 . g l j q jy. U., M (27.0) ' "~ (I91) Ni For 3/4" (19.1) to 8' 20* 30* (203 2) rigid conduit. to. l in) (0.I7n) [g \\ I

  • For use with M2708 series swivel nut. (See page 177.)

i

  • It fits flanges up to 0 8' (20.3) thickness.

8{9 3 Matenal: Malleable Iron. Wt'C 83 Lbs (37 6 kg) Patent No. 2953874 ( P3087 COLUMN INSERT l A l = =- P3087A % P3087B ^ D k ) CQ \\ Channet ,a A-1* = Adysting Screws included Design Pull Out 1 Design Slip Load

  • Adjusting Screws included.

Channel Load Part Nurnber Lbs AN Lbs kN

  • Unistrut channel not included.

P1000 1000 4.4 800 36

  • Part number P3087 consists of; 1 piece P3087A P1100 700 3.1 500 2.2 l

and 1 piece P3087 D and 2 set screws. P2000 500 2.2 300 1.3 Wt'C 136 Lt s (61.7 kg) Safety factor of 3. W

b f - C"" CS BEAM CLAMPS J FOR 1-5/8"(41 MM) WIDTH SERIES CHANNEL FLANGE CLAMP PLLC025 ,.g. l' Cone point set screw ,y' and 1 k nut included. I }X -T4 F. l ...7 C, Tg j.yg W )! V j}' . e.fr.y L jg p e,., a-I / gW I y M hS* hl% .- g ) X, Y are threaded holes. hy w - t S'l Weight /C r' I $> Part Number Rod Screw Size Size "Z" Lbs kg PLLC025 1/4" 1/4" 16.0

7.3 Matenal

Malleable Iron. Dimensions Part Number "S" "T" "U" "V" "X,Y" in mm in mm in mm in mm in g PLLCO25 5/8 16 1 25 1 7/16 37 3/4 19 1/4 X 20 y Safety Factor: 4 PFLO37 thru PFLO50 T Z y um I WTH Cone point set screw f ,p 7 V and lock nut included. U ?

?

. ;l g, [ Safety Factor. 5 \\" W p Set

      • ^" **
  • Weight /C

/ Load J Part Number Rod Screw Size Size *Z" Os kg Lbs kN Ok PFLO37 3/8" 3/8" 28 12.7 550 2.4 +' # ' PFLO37 T 3/8" 3/8" 28 12.7 550 2.4 [ PFLO50 1/2" 1/2" 40 18.1 700 3.1 g (When used for PFLOSOT 1/2" 1/2" 40 18.1 (700 3.1/ m ~ spnnkler Matenal: Matteable Iron. systems only.) Dimensions Part Number

  • T*

"U" 'V" "W" "X* 'Y" 7 In mm in mm in mm in mm in mm in mm PFLO37 1 11/16 43 1-9/16 40 7/8 22 3/4 19 1 25 7/16 11 PFLO37 T 1 11/16 43 1-9/16 40 7/8 22 3/4 19 1 25 3/8 Tapped Hole PFLO50 2 51 1-23/32 44 1 25 29/32 23 1-3/32 28 17/32 l 13 PFLO50 T 2 51 1-23/32 44 1 25 29/32 23 1 3/32 28 1/2 Tapped Hole E12E y

/ 0 l~ 05 C-(9 BEAM CLAMPS Q FOR 1-5/8"(41 MM) WIDTH SERIES CHANNEL ?b ? a=R FLANGE CLAMP PLF3037 thru PLF3075 h kkk s ?di l Threaded Rod & Nut V Not IMuded l'I.f.' ! 3 d. 's, \\ 4) M. p R I S , J;-?. 8 }; [ \\\\ H HT -- ( J g ii,, ,/ l Max. Allowable j / 45 'h Rod Weight /C Load / Part Number Size s' '*G

  • Z" Lbs kg Lbs kN

/ PLF3037 3/8" 53 24.0 440 2.0 PLF3050 1/2" 91 41.3 j 630 2.8 PLF3062 5/8" 186 84.4 1200 5.6 j g <$> (When used for PLF3075 3/4" 334 151.5 \\1880 83/ ~ sprinkler systems onty.) Safety Factor 5 Material: Malleable Iron Dimensions Part Number

  • X*
  • W" "V"
  • ~. "

"R" "S* In mm in mm in mm in mm in .mm in mm PLF3037 1 25 1 3/16 30 3/8 10 9/32 7 1 1/2 38 7/8 22 PLF3050 1-3/8 35 1 9/16 40 1/2 13 11/32 9 1-15/16 49 1 5/32 29 ,) PLF3062 1-13/16 46 2-3/16 56 5/8 16 1/2 13 2-11/32 60 1-7/16 37 ) -l PLF3075 2-3/16 55 1-3/4 70 3/4 19 5/8 16 3 76 1 3/4 45 FLANGE CLAMP PLF9037 thru PLF9100 -.3 z i.7 / ( ^ \\ ', Threaded Rod & Nut M 'N Notincigoed ] g >Q.., ) ] ~,',, )m jl-x g j l w g m s. b v% t:) ( R WM L ad Part Number ./ \\ i g, p Lbs kg I Lbs kN ,/ F 4 h@

  • E PLF9037 3/8' 55 25.0 440 2.0

/ PLF9050 1/2" 122 55.4 630 2.8 / I PLF9062 5/8* 200 90.7 1260 5.6 ~~ PLF9075 3/4' 367 166.5 1880 8.4 \\ PLF9100 1* 1101 500.0 (3150 14.0 s Matenal: Mal'eable Iron Safety Factor: 5 Dimensions P:rt Number

  • X"
  • W" "V"
  • T*

"S* in mm in mm in mm in mm in mm ) PLF9037 1 25 3/4 11/16 19 -42 1/2 13 3/4 19 1 25 2-33 26 - 60 21/32 17 15/16 24 1-3/16 30 PLF9050 1-3/8 35 1 PLF9062 1-11/16 43 1 1/8 3/4 29 -69 13/16 21 1 1/8 28 13'8 35 f PLF9075 2 51 1 1/4 1/4 32 - 82 1 25 13/8 35 1 3/4 45 l _ PLF9100 3 76 1-3/4 3/4 45 95 1 1/2 38 2-3/16 55 2-1/2 63 k.

O i 4.16KV BUS 14 AND 16 Bus 14 and 16 SEWS and Photos For anchorage screening, see Calculation 52091-C-010 0 B

h 'l f '~ b 'O Ob Status Y N U Sheet 1 of j i .. q -Q SCREENING AND EVALUATION SHEET (SEWS) Plant Name: Monticello Unit: 1 PART A. DESCRIPTION Equip. ID No.14 Equip. Class Switchaear Equipment Description 4KV bus \\5 WW Equipment Location: Bldg. TJ Floor El. 931'. Room, Row / Col 1QQ ,m c c! % -tfo Manufacturer, Model, Etc. cM m JcJ C'J & h er-Sa. n d-G a n,y Seismic Input Elevation PART B. CABINET EVALUATION I 1. Is cabinet of good seismic design? hN U N/A Mounting tab and rolled flange stiffness %w_ s s 4 r-v have. ( 4 = 6, Internal device mountings Rt. chw %s. Cabinet and attachment weight Load paths T's a u ct # n.h d o &A u Jes e %., Cabinet cutouts cw u s-, e c u., a o g," ,e g, Cabinet stiffness M to A L General cabinet configuration Door attachment Motor starter panel unit mountings 2. No other cabinet concerns? h$U N/A hN is cabinet itself screened out? U) PART C. RELAY WALKDOWN gqgg yj eg q SQ g6, c_ 1. Does spot check of essential relays indicate Y N U N/A relays are present and properly mounted? 2. Are essential relays screened out? Y N U N/A l l r ? r./ l 2HD299nb/MCC-sews

@20lfl~{**hOf Sheet 2 of SCREENING AND EVALUATION SHEET (SEWS) l ~ Equip. ID No.14 Equip. Class Switchaear if no, attach list of relays with locations in cabinet and general dimensions, thicknesses and details of mounting plates that support relays. l 3. No other relay concerns? Y N U N/A Are requirements for relays satisfied? Y N U l l PART D. ANCHORAGE EVALUATION 1. Is strength assessment based on: [ ]'# j l' "'

  • C "R
  • W M i

l Judgement (supported by generic analysis)? J Specific analysis? See C.tc.. *Jo. SW - C -6b A Other? ther 2. Is strength adequate? Y@U N/A 3. Is stiffness adequate? @N U N/A 4. No other anchorage concerns? hN U N/A is anchorage adequate? Y' h U PART E. SYSTEMS INTERACTION EFFECTS 1. Is cabinet free from influence by adjacent YhU N/A elements? i Cabinet contains soft targets Cabinet contains essential relays Flexibility of attached lines Ac> w gat.,sp 4 3, w c,._., y _, Collapse of nearby equipments or structures l h._ Masonry block walls fJu. 2. No potential sources could flood or hN U N/A spill onto cabinet? G re-f 'e d rsd, # ff.L d-> d. N. ', 3 4, C, Q c't. n.

q g, ~

0 ar ' rte t. cawi e's y e.s s'.3r.a rog-t,-.cet, Ces k +r

  1. y b K,_ 256G.

U tt 0.rs ww 9,',, Cove 3 G,omt\\ 4t ab\\t h tn't 4 t~% t. L cLi l t 9 e Q A f"4. v 2HD299nb/McC-stwe fu

Pd S269/-c os Sheet 3 of a SCREENING AND EVALUATION SHEET (SEWS) Equip. ID No.14 Equip. Class Switchaear N h N/A 3. No other interaction concerns? Y is equipment free from interaction effects? Y, N h DESCRIBE POTENTIAL PROBLEMS INDICATED BY NO OR UNSATISFACTORY (Use additional sheets, if necessary) O < er-he ea tuue +3 -Q.... }A $ - Umm e,4a i sv4 ~ di k t u, e.,+ pi g e IDsg u l, O i b? t, < g o, c. -T lb t o t 3,9 i b u s).i e. U M M, vt ( [ z._ c ~r L, -~- k s 0+ % % 'l 1 % 4 ~ " - ~ C te e e Nho,p ces ei. g - t A\\4.s @ 4 00" )_. -.. - ..d t ( t, s 4.,. y ^ or - og IS EQUIPMENT FREE OF NEED FOR FURTHER INVESTIGATION, EXCLUDING RELAY CHATTER? YES NO X -W IS EQUlPMENT FREE OF NEED FOR FURTHER RELAY CHATTER INVESTIGATION? YES NO Evaluated by: M Date: 7 - 16 "'$ Evaluated by: Ph!'l Date: 3' d 'S h v 2HD299nb/MCC-sews I

52091-C-005 Page B51 1 This page was left blank intentionally l* l 1 l i i l. I l l l l i I I l l I l l l {

D 52091-C-005 Page BS2 This page was left blank intentionally i

40 l f e l

O 52091-C-005 Page B53 This page was left blank intentionally O ~ D

MWb DYf EQE ENGINEER.NG SHEET NO. JOB NO. hM I JOB M6N Tl M LLO BY Ob DATE k D (,.) CALC. NO. C '#D@ SUBJECT WMWN CHK'D DATE f4 26NI Cc+tt oNE.N I Pdi,c6: F Tio N 4 kV Sos 1 PAFCHT F '!U ( t'. i9 RO. ' l4 Su sccmpon s.m TS l% - 4D8 s u rk_e s (>c s c s 7 : p. so Su 6.CcH PCNCN T T1 f6 OIE CUIT NNEAIc6It su sceg e>oN CN T Dd 5C Hi t'Ticq : ctSculT BR@FElc To N5 IG M'm ce NWT5 SuGCc Hr'cwCN T O. Mc ) i suscourtsesT Ty PE. i .- 7 SuSCc:M fcN @ T EESC A r rioN 'n.. ] 05LCcMPoNCNT

10. rio SO 6Ce M r'o N E N T IIP 6

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Status Y N U Sheet 1 of l - C -g g g SCREENING AND EVALUATION SHEET (SEWS) Plant Name: Monticello Unit: 1 PART A. DESCRIPTION Equip. ID No.16 Equip. Class Switchaear Equipment Description 4KV bus Equipment Location: Bldg. TH Floor El. 931' Room, Row / Col 100 Manufacturer, Model, Etc. $[$ 1444#.I C 6 k 6, O.c.,. NC D',-A p 9 C 3 'J v/.r.:!P3 7 Se.ismic input Elevat. ion s M NwVc._dc) + % W L ^ PART B. CABINET EVALUATION 30s W, 1. Is cabinet of good seismic design? Y N U N/A Mounting tab and rolled flange stiffness internal device mountings (( Cabinet and attachment weight Load paths Cabinet cutouts Cabinet stiffness General cabinet configuration Door attachment Motor starter panel unit mountings 2. No other cabinet concerns? Y N U N/A is cabinet itself screened out? Y N U PART C. RELAY WALKDOWN h Pr'4V 1. Does spot check of essential relays indicate Y N U N/A relays are present and properly mounted? 2. Are essential relays screened out? Y N U N/A 2Ho299nb/MCC-sews

6109l%~606 Sheet 2 of SCREENING AND EVALUATION SHEET (SEWS) Equip. ID No.16 Equip. Class Switchaear if no, attach list of relays with locations in cabinet and general dimensions, thicknesses and details of mounting plates that support relays. 3. No other relay concerns? Y N U N/A Are requirements for relays satisfied? Y N U PART D. ANCHORAGE EVALUATION 1. Is strength assessment based on: Judgement (supported by generic analysis)? J Specific analysis? See C s. 5W-C -06 o - Other? Other 2. Is strength adequate? Y@U N/A 3. Is stiffness adequate? hN U N/A 4. No other anchorage concerns? hN U N/A Is anchorage adequate? Y@ U PART E. SYSTEMS INTERACTION EFFECTS 1. Is cabinet free from influence by adjacent YN U N/A elements? Cabinet contains soft targets Cabinet contains essential relays Flexibility of attached lines 1 Collapse of nearby equipments or structures Masonry block walls i 2. No potential sources could flood or Y N U N/A spill onto cabinet? I l L;[) 2HD299nb/MCc-sews

(( g q l.- (, -C 6 Sheet 3 of SCREENING AND EVALUATION SHEET (SEWS) Equip. ID No.16 Equip. Class Switchaear 3. No other interaction concerns? Y N U N/A is equipment free from interaction effects? Y N U DESCRIBE POTENTIAL PROBLEMS INDICATED BY NO OR UNSATISFACTORY (Use additional sheets,if necessary) l .g .L l l lS EQUIPMENT FREE OF NEED FOR FURTHER INVESTIGATION, EXCLUDING RELAY CHATTER? h % her=*p YES NO IS EQUIPMENT FREE OF NEED FOR FURTHER RELAY CHATTER INVESTIGATION? YES NO Evaluated by: Eh Date: P ( Evaluated by: bN Date: I'28 73 3 '\\ l ~.,s 2HD299nb/MCC-sews

S m__ y C,2ORl-L-006 n..s..m., JOB NO Ni l JOB 6MTt M LLo 3/S'I f'IO BY P4H DA CALC. NO. C'009 SUBJECT W ALE-bow N CHKD DATE I N 06% e my O~ 1 L -l V. Su 2,\\ gg.m v t' ,c-YJ G 6% \\3h N l 3 z. ~v d l-G J s i I m r ^ b

  • N t.Gr BL,b.M,g 4

y 3 j p owe g u_. p_ -- l-\\ G -34 bolh & *' ++

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Lib / I '/y g D'N "@ Lo4 I 3 ,3 ,47 ;i Q n -.... s.~

EQE ENGINEERING SHEET NO. JOB NO. b709 I JOB MC hTI C#U A BY @N DATE 3/M['IS 7g k CALC. NO. b'Gb SUBJECT VM-LIC D6VJN CHK'D DATE Falce.NY copieoNEN T pe.scNW rios - 4 icv gus f% % NT Fu t s i t'. lp NO. ; lQ su eccwes e.H TS Su sc.c r.i t'c N GNT I D. NO. I% -GO9 Su SCcpt f eNcN T T1 PG

C i fE W'l Sit & EEP so6cest'oseN T Pesc9t FTscq circuit We+ e-To TT4 4o Susc precucsT sp.

Ho

IM Go2 o

susccufowesT TV f'E cigcv,7 ggApag S 6CcMfcN @ T PC.Sc N rios cig c y,7 g p g g g g g. fWu DG lt w/ g.c L.Ay s 4 CON TA c TG .sv6cestooNcNT g p. iio % > 6 Co M r'o N E N T IIfY I Su 6CoMecNEN T .pc.s'cA PTi cN A SCokt PowcN T Ip NO subcvWoN6HT T1 Pti Su BCo HfoNENT P6sctztPTaoH ~ 1 I i 5 g,b l h 1 1 1 l

O MCC 42A/B AND MCC 43A/B MCC 42A/B SEWS and Photos Calculation 52091-C-014 MCC 43A/B SEWS and Photos Calculation 52091-C-015 O O

Ol$ - Q () fg Status Y N U Sheet 1 of Od SCREENING AND EVALUATION SHEET (SEWS) l Plant Name: Monticello Unit: 1 l PART A. DESCRIPTION i Equip. ID No. MCC-42A Equip. Class Motor control center i Equipment Description Motor control center & WM Equipment Location: Bldg. TH Floor El. 911' Room, Row / Col _[ Manufacturer, Model, Etc. GM 110 0 L 6e Ce er et Cm ee-Seismic Input Elevation U PART B. CABINET EVALUATION 1. Is cabinet of good seismic design? @N U N/A Mounting tab and rolled tlange stiffness # p Internal device mountings C s% %en v a % e%.yA xj Cabinet and attachment weight ' Load paths / Cabinat cutouts oo Cabinet stiffness / General cabinet configuration / ( Door attachment f>/A-Motor starter panel unit mountings /J/A-2. No other cabinet concerns? hN U N/A Is cabinet itself screened out? Y N U PART C. RELAY WALKDOWN ^ L-1. Does spot check of essential relays indicate Y N U relays are present and properly mounted? 2. Are essential relays screened out? Y N U o V l l 2HD299nb/MCC-sews L_

6100l-C-006 bM Sheet 2 of SCREENING AND EVALUATION SHEET (SEWS) O Equip. ID No. MCC-42A Equip. Class Motor control center if no, attach list of relays with locations in cabinet and general dimensions, thicknesses and details of mounting plates that support relays. Uh 3. No other relay concerns? Y N Are requirements for relays satisfied? @N U PART D. ANCHORAGE EVALUATION g g,g 1. Is strength assessment based on: To 54i-Md Wet 4e vu.g, :; g i Judgement (supported by generic analysis)? J Specific analysis? See, Cec tJo. 57 0% -C.,-Os O @ Other? - C.-o it Other 2. Is strength adequate? Y@U N/A 3. Is stiffness adequate? hN U N/A 4. No other anchorage concerns? @N U N/A is anchorage adequate? Y U I PART E. SYSTEMS INTERACTION EFFECTS 1. Is cabinet free from influence by adjacent Y@U N/A elements? Cabinet contains soft targets u/A I Cabinet contains essential relays r;o Flexibility of attached lines %d cau, 4 r, u ga, g w e., w t s, g,,, e m ny. ws. Collapse of nearby equipments or structures Masonry block walls tac.E We oudt. c 2.. No potential sources could flood or hN U N/A spill onto cabinet? ./ ^ g . Q). 2HD299nb/MCC-sews

j h gg61 I 'b'g() h Sheet 3 of l gg SCREENING AND EVALUATION SHEET (SEWS) O Equip. ID No. MCC-42A Equip. Class Motor control center hN 3. No other interaction concerns? U N/A is equipment free from interaction effects? Yh U DESCRIBE POTENTIAL PROBLEMS INDICATED BY NO OR UNSATISFACTORY (Use additional sheets,if necessary) se\\ onW Die Mtc pt~obe'q eej 6 tb on, L. e d 6.'s + i o ce\\ b % ontbre;3 m-A u v', L5sg, r_- s p m.,;6 or_, Ar cbot s, m-J..;.u t d i hr en6" ' MCc E'J C " "CI: i%e% cW e MC 'g Cht @r- % \\* be r<b4 ?ec c. D e. wr g e4 e t-- l o r-ci - ee c 6 t e-. .,. e.,o.. . Cwc U 1-And hei,\\ 3Q, p$ sb 7[ 5'* 4:.u ved --I 1 '0 \\ .v vn -{ I/q" t 4 - 9/3 p 1 - Y3 M4CSE.6 'TJTA L. OpY&% tj5K 'N& />Wht;p0, IS EQUIPMENT FREE OF NEED FOR FURTHER INVESTIGATION, EXCLUDING RELAY ' bNr

  • CHATTER?

N ~*'" " &

  • h YES NO IS EQUIPMENT FREE OF NEED FOR FURTHER RELAY CHATTErl!NVEOTiGATION7 YES

/ NO j Evaluated by: PS B Date: 1-17 -9 5 O] Evaluated by: Okt4 Date: 3*d'% l p 2HD299nb/MCC-sews

a B 2 2-t: - EQE INTERNATIONAL .x 6 '),0 6 l - c -0 0 6 8 0%It S% Af 0LI441 SHEET NO. f JOB NO. 97 0 9 i JOB MTt (ELLO BY. 9M DATE 2N4? CALC, NO. C' C b SUBJECT WA L{t-DO W N CHK'D DATE l I T., 4 f 'e M h-6+'_w ~ t b '4 [ t + - 4, +. + r O a

  • e u

W[ E h,b ,\\, D 0 p N ~ "g - t 4.a I = i a _++ i Q ,+ tu hO 3,_ g L 4 3 O o I N' R -((")%. I 4_ E g l-1 w _- = _____ _ __ - - ._________--___-___-_____-__-___i

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