ML18026A329
| ML18026A329 | |
| Person / Time | |
|---|---|
| Site: | Susquehanna  |
| Issue date: | 03/03/1981 |
| From: | Curtis N PENNSYLVANIA POWER & LIGHT CO. |
| To: | Youngblood B Office of Nuclear Reactor Regulation |
| References | |
| ER-100450, PLA-628, NUDOCS 8103090615 | |
| Download: ML18026A329 (23) | |
Text
{{#Wiki_filter:RKGULATORY INFORMATION DISTRIBUTION SYSTEM (RIDS) ~ O. ACCESSION NBR!81 0309061 5: DOC ~ DA'TE! 8 1/03/03 NOTARIZED!'O DOCKET' FACIL! W usquehanna Steam Electrfc Statfoni Unft ii Pennsylva 05000387 50~38 usquehanna Steam Electrfc Statfonr Unft 2'i Pennsylva 05000388 AUT ~ A E AUTHOR AFFILIATION CURTIS>N ~ N ~ Pennsylvanfa Power 8 Lfght-Co. REC IP ~ NAME~ RECIPIENT AFFILIATION YOUNGBLOODrB~ J', Lfcensing, Br'anch 1
SUBJECT:
For war ds fnfo re Categor y I masonr y wal ls employed by plants under CP 8 OL reviewifn response to NRC 800420 requests Orfgfnal reply was encl fn 800908 ltd DISTRIBUTION CODE< SOOIS COPIES RECEIVED:LTR ENCL f SIZE: 1$ > TITLE': PSAR/FSAR AMDTS and Related Correspondence NOTES!Send I8E 3 cop)as FSAR 8 all amends'and I8E 3 copfes FSAR 8 all amends>> 05000387 05000388 REC IP IKNT ID CODE/NAME~, ACTION! A/D LICENSNG RUSHBROOKrM ~ INTERNAL; ACCID EVAL 8826 CHEM ENG BR 08 CORE PERF BR 10 EMERG PREP 22'EOSCIENCES HYD/GKO BR 15 18,E 06'IC QUAL BR MECH KNG BR 18 NRC PDR 02'P LIC BR PROC/TST REV 20. RAD ASSESS BR22; 01 STR CT ENG BR25-COPIES LTTR ENCL 0 0 1 1 1 1 1 1 1 0 1 1 2 2 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RECIPIENT ID CODE/NAME YOUNGBLOODrB STARKrR ~ 04 AUX SYS BR 07 CONT SYS BR 09 EFF TR SYS BR12 EQUIP QUAL BR 13 HUM FACT ENG BR ILC SYS BR 16 LIC GUID BR NATL ENG BR 17 MPA OELD PO'AER SYS BR QA BR 21 REAC SYS BR ?3 SIT ANAL BR 24 SYS INTERAC BR COPIES LTTR ENCL 1 0 1 1 1 1 1 1 1 3 3 1 1 1 1 1 1 1 1 0 1 0 1 1 1 1 1 1 EXTERNAL! ACRS NSIC 2705'6 16 1 LPDR 03 e W Me ~058) TOTAL NUMBER OF COPIES REQUIRED'TTR 57 ENCL 51
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TWO NORTH NINTH STREET, ALLENTOWN, PA. 18101 PHONEs t215) 821 5151 MAR Oq )98t ass gU-Q Mr. B. J. Youngblood, Chief Licensing Branch No. 1 Division of Licensing Nuclear Regulatory Commission Washington, D.C. 20555 SUSQUEHANNA STEAM ELECTRIC STATION NRC INFORlfATION REQUEST: CATEGORY I MASONRY WALLS ER 100450 FILE 841-2 PLA-628
Dear Mr. Youngblood:
This is a follow-up reply to Mr. S. A. Varga's letter dated April 21, 1980 requesting information on Category I Masonry Walls employed by plants under construction permit and operating license review. Our original reply to you on this subject was by our letter (PLA-523) of September 8, 1980. Enclosed are the numerical examples for block wall design and a design example employed for Category I pipe supports/hangers on block walls. This completes our reply to Question 85 of the Information Request
- and, therefore, all questions have hereby been completely answered, We trust these responses satisfactorily answer any concerns you may have pertaining to the design adequacy of the Category I Masonry Walls employed at the Susquehanna Steam Electric Station.
However, should any questions
- arise, please do not hesitate to contact us.
Very truly yours, lh,bd Norman W. Curtis Vice President - Engineering and Construction, Nuclear DRR:saw Enclosure goo/i/ Response required: No ~S ~ os090((S PENNSYLVANIA POWER 8 LIGHT COMPANY
dd ~ ~ 3 3 4 r I DESIGN IZAMKZKB CARMQRYI BLOCK-HALLS 1. Reference Documents: 1.1 Applicable section of ZSAR 3-7b Seismic D sign 3.8 Design of Category I Structures 3.8 c Concrete ~t Rmonry, 14monry materials and Quality Control l.2 Uniform Building Code (1976) Section 24 1.3 'dtdlel M~ I iddd M td 1 lld1-313 lll 1.4 BuQ.diag code requirements for Concrete hhsonry Structures (ACI-531-79) '.5 Prospect Specifications 8856-C-72 Expansion Anchors 8856-A-2 Concrete Unit masonry 1.6 8856~20 ZLoor Hesponse Spectra Design Drawing 885~07
- 1. 7 J.E. 'Anrheia:
Reinforced hhsonry Zhgiaeeriag Handbook - 3rd Edition. 1.8 Published by Nasonry Institute of America 1978. Hoark:. Tbrmulas for Stress &, Strain 5th Edition. 2. ate rials: 2.1 Concrete hollow blocks H or A shaped with ultimate compressive strength f'm = 1500 psi and mortar with f'c = 2500 psi. 2.2 . Cells are filled with concrete grout with f'c = 2500 psi. 2.3 Concrete fillfor core of double wythe walls, f'c = 2500 psi. 2.4 Heinforciag steel'rade 60, fy = 60 ksi.
0 0 3..'fhl1 0 t Mall Mchness: 8" Span: lO,88 ft. 'End Conditions; Hfzjged at top and bottce.. Local. and Global Analysis -Fixed bottom and free top - Story Drift and Xn-plsne Loading Attachmont: 100 lbs. of vertical load applied at 8 Inches from the ~ face of wall. Relnforceasnt: 86 8 16" vertical 80 8 24" horizontal. ls and Notations: A ~ Gross Section. Area gn ) As Tension Steel Area (In ) Canpression Steel Area'in2) b = Mid'fMember (In.) c = DIstance of the neutral axis of the cracked sectIon fran the extreme cnnpression fibers (M.) d ='istance between extreme canpressian fibers and centroid of tension-reinforcement (In.) I d' Distance between extreme canpression fibers and centroid of canpress1on' eInforcenant (In. ) E = Nodulus of rigidity (Psi) fm.= Stress In masonry (psi) fn = Lowest natural frequency of the wall {Hz) P = bd2/12000 dim~ional coefficIent used In detemMation af resist~ munent of masonry sections .g = Acceleration. due to gravity 386.4 in/sec I l Moment of inertia of the cracked section (In ) cr S I I ~
g ej ~ ~valent manent of inertia (in ) ~ Mcasnt of inertia of gross section (M ) 8 J ~1-k/3 Numerical coefficient depending on structural lateral force Resisting k c/d e Y = Stovy drift or displacement of wall (in ) D ' Force corresponding to displaceaent Y (lbs.) s ~ Local benM~ nunent (in-lb) K ~ Global beriiing aunent (in-1b) n ~ F /F Ratio of Young's modulus of reinforcing steel to Young's modulus of masonry Pa = Attachment inertia load ~ t ~ Th1ckness of blodcwall inches p "- As/bd P,A'/bd v = Unit weight {Ebs/cuft) T .v. = Shearing stress (psi) V = Total lateral load. or shear at the base {lbs.) w = Veight per'inear foot of wall N = Total wt. of wall 5. Freouenc Calculation: 5.1 'requency of cracked section. 5.1.1 Mount of inertia of cracked section: Refer to ACl-318-73. Handbook p. 390
I c/d ~ + n-3 p' 2 np'+ n-1 ~) - {nP+~13 P') And , ~ I' ~ A I I bd>(c/a)~ + pnM (d-c)~ + (n-1)P' (c-d'9 r M oux'ase: b = 12 inches A =.331 in2 n ~ 20 'g ~ As/bd ~. 331/12x3.75 ~ ~ 0074 nrp ~.1471 ~ ~ A 0 {since d'~=O) s k = c/d= 1 71 + 2- .1 71) -.1471 =.415 c = kd =.415x3.75 = 1.56 in I ~ = {.415)3/3 x 12 x 3.753 +.1471 x 12 x 3.75 {3+75 1o56) Z= 46.94 in4 5.1.2 Deflection {s&ple beam) weight of wall: w = vx b x t = 125 x 7.63/12 x 1 = 79.48 lbs/ft Static deflection b static = 5vl4 X a static = 5 x 79.48 x 10.884 x 123 =.35589 fn 3 x 1500000 x .9
5.1.3 Frequency .fn ~ 1 g/4 static 1 386 e f/e35589 5o 24 Hz 2 Ã 1.15 fn ~ 6 03 Hz .85 f-4.46 Hz 6. Res e Por acceleration refer to Pro5ect Specification 8856-G-24 or FSAR Section 3.7b. ITYPE I ~. D~ ACCT I IFor Nax Accl Ift/sec Direction ACCEf ft/sec~ . RESP. I FEG. I loBE IssE lzm ILocA I I IQBE IssE Izm ILOCA I 4.5 4.5 4.5 4 5 4.5 4.5 7p 4C 7/0
- 1. 27 g BN9-1
'78 g W9-2 03 g I BN9-3 negl. EM9-4 1.uo g I BE10-1 1.13 g FE10-2 .03 g BE10-3 . negl, FE10-4 N/S ~.60 g .63 g ~ 72 g .40 g zoo-ll PV10-2 I BV10-3 I, m,o-uI I ~! For load of attachmnt (see de. ~07) 3.8l Bll P R IOO BLOCK GROUTED CELL
~ ~ Vf<v'0 1 0 O O NoansL load canbination: D + + + Por load ccmbinations see FSAR table 3-8.8 or '1 t3 ~ 7.629 x 1 443.32 M g K = 100 x (8 + 3.81) ~ 1181 lbs M = Nc ~ 1181 x 3.81 10.5 psi < 25 psi Ig 4~3. 4g 3-8.9 respectively O.K. See reference l.2. Table 24-B 4 7.2 Vertical Response (Normal/Severe) Load canbination: D+ + 4 + o + E+ SET+ See Section 'C'f PSAH Khble 3.8-8 Amplified acceleration ~ 1.5 a (lo5) (E+SEQ = (i+5) (o60 + e72) ~ 1e98 g (1.98 + 1) (100) (11.81) = 3519 4 lb.in ~ 293.3 lb.ft Assume the following: (refer to'prospect standard drawings C-805/ sh. 1, 2 F 3 and drawing C-807) 1. Kin. of 2 anchors are used 2. Min. Spacing = 6" for anchors T = C = (3519.4/6) ~ 586.6 lbs. ~ =.0074 Then frcm reference 1.7 Table E-15 5 ~.861 b = 12" d = 3.75"', v ~ (V/Jdb) = (586.6)/(12){.861)(3.75') '< 15.30 psi < 25 x 1.33 psi O.Z. Ref'. 1.2 Table 24-B %here T., = The tensile +mr+ actina at the center line of bolts. C We compressive force at the centroid of the compressive block. k
Chedc stress in rebars and M masonry: (Ref. 1.? Table, E-15) P bd2/12000 {12) (3 75') 2/12000 ~.0141 K ~ -".2933/.0141 ~ 20.80 p Stress in masonry: ~ I ~ 2K/$c ~ (2)(20.8)/(.861)(.415) ~ 116.4 psi <500 psi m ~ Hef. 1.2 Stress in re-bars:. M/A gd 3519.4/.331x.861x3.75 '293.1 psi <24000 psi x 1.33 For ccmbination of ho~ontal and vertical response see global analysis ~ 8; Global Anal sis: OBE Condition (norma1/severe) 8.1 Vertical - loads due to attachment ML = 293.3 lbs.ft 'see above local analysis) o 0 0 0 8.2 Horizontal + + + o + SHY + E (E+SHV) = (1.4+.03) ~ 1.43g w = (1.43)(79.48) = 113.66 lbs/ft (wall inertia load) P = (100) (1.43) = 143 lbs (attachnent inertia load) a 8.3 Story Drift-for displacanents refer to FSAH ~. 3.7b-58, 59, 60 Ec 61 Y ~ (.001-.00078)(12) .00264" .OOI'BE .OOl2 SSE NODE 8) I NODE 80 00038'BE 00,4'SE FIGURE A D = 3E zy/L
(3) (1500000}(46.94) (;00264)/(10.88xl2) s
m = -25 lb. "- negligible 8.4 &@enation of above + + o + o + SRV + E + Ds M = VL +PaL/4+(ML)(1/2)+(Ds 1/2 for max~~ gentling ina~ais (113.66)(10.88)2 + (143)(10.88)(1/4)+(293.3)(1/2) + (.25)(10.88)(1/2}
~ ~ I'681.8+388. 6+146.65+1.36 2218.8 lbs.ft R ~ wL +Pa+ (ML 1/L ~s for maxhaum shear analysis 2 t . ~ {113.66) {10.88) (1/2)+143+(293.3) (1/10.88) +.25 ~ 788.52 lbs Stress in rebar: n =.0074 k=.415 )=.861 =.331 in2 f2~As3d ~ (2218.8)(12)/(.331)'(.861)(3.75) ~ 24914 psi ( (24000){1.33) O.K'Ref. 1.2) M.pa> ~ ~~ g) O Stress in masonry: K ~ M/F F ~ bd2/12000 P ~ 0.0141 K = (2.2188)/.0141 ~ 157.4 Mi IKft] h 'fm = 2K/Jk = (2)(157.4)/(.861)(.415) . 876.8 psi > 500x1.33 ~ 665 psi N.G. (Ref. 1.1) Since the stress in wall has exceeded the allowable. stress, a redesign of wal1 with reduced span is required. However, since the purpose of'his example is to dennnstrate. the des~ procedure,'uch redes~ is not:provided. Shear at N.A. v V (788.52)/(12)(.861)(3.75) ~bZ ~ 20.35 psi < 50 x 1.33 'psi O.K. (Ref. 1,1) 8.5 Check of rtial cra FSAR 3.7b-'3.1.5) in acccordance with ACl-318 (Refer to
Deflection (OBE). Z, - 46.94 in4 4~ 4' ~+ 5L'CL ~o 5v 4 . (5) (113.66) (10.88)" {12)3 '.509 in 3 ~ 3 1500000 .9 ) (pgy488 g) g.48)(yo.88)a2)8r(48xlgOOOOOx46.94) =.O942 ~ ~ I R >~ - (@r.2~)(.0642) m (3519,4) (10.88x12)2/(1500000x46.94)x.0642 ~.0547 in le >cr ~ 509+ p942+.0547 .6579 in ~cd @ + "( cd@ .~ cr gyes = (90) (448.82)/3.8a 98l7.8 lbs.in (2218.8)(12) ~ 26,625.6 lbs. in {5817.8)3 (443.32)+ 1-{5817.8)3 {46.94) 722, b2~ 22) 722), i~25. i) 4.62 + 46.45 51.07 fn4 Since Ze ~ Xcr partial crac~ needno0 be checked. Reef.sad {.6579){46.94)/5l.07 .6047 in 9.0 Global Analysis SSE Condition (abnormal/extreme) 9.1 Vertical - Loads due to attachnent. ~ V e Avnomiinmreme+/+ (g+ p> + p +g+g+ e+gs + ~+ ~". D y 1.5 (E'+ SRV+ LOCA).~ 1+1.5(.63+.5(H.4)g (~
- g. ~~3 of Ref. 1.5 for Value of SRV'accl. under SSE concU.tion)
M'L ~ (3.3) (100) (11.81)/12 ~ 324.8 lb.ft., ~.. 3897.3 lb.in. T' C' 3897 lb.in./6 in. ~ 649.5 lbs. v'~ V'/bgd = 649.5/(12)(.861)(3.75) 16.76 psi < (25)(1.67) '41.74 psi Ref. 1..1 Table 3.L4, 3.8-9 ~.. 'Ihe attachment load wQ1 be transferred to the wa11 by shear. Stress in rebar - (Due to attachnant only) fs = M L sJd = (3885.5/.33x.86lx3.75) ~ 3657.76 psi < (60,000)(.9) Ref. 1.1 Table 3 S4, 3.8-9 = 54,000 psi Stress in masonry - (due to attachment only) K = M/F =.3238/.0141 =. 22.965 M = K-FZ f = 2K/Jk = (2)(22.96)/(.861)(.415) ~ = 128.94 < 500 x 1.67 = 835 psi O 9.2 'orizontal + +>> + ~ + SHV + 1.25Eo + LOCA (1 25 Eo+SRV+LOCA) (1 25x1 4+ 03K)g = 1. 78 w' (79.48)(1.78) ~ 14l.47 lbs/ft F' (100)(1.78) = 178 lbs 9.3 Story Drift (see Ffg. A Pg. 6) Y' {.0012-.00094)(12) ~.00312" D's = (3EgXY )/(L) (3)(1500000)(46.94)(.00312)/(l0.88xl2) = ;296 lbs 0 0 0 9.4 Sumration of above. ~ + + SRV + 1.25 E + LOCA + D w'L2/8 + F'L/4 + (M'L 1/2 + {D's 1/2
~ ~ 1I ~ v ~ ~ y ~ 4 ~ (141.47) (10.88) /8 + (lv8)(10.88/4)+ 323.9% + (.296) (aO.88) (1/2) Z ~ 2741 lbs.N R' (N'L/2) +@< + N~ /l + D' (141.47)(10.88)(1/2) + 178+323'8+ .29 10 88 ~ 769.6 + 178 +29.76 + 29 - 977.65 1 v> ~ {978)/(12x 861x3.75) ~ 25.24 psi < 45 Psi 'tress in rebar:, ~ -.0074 a -.415 y -.861 f (M/A gd) ~ (2741.8xl2/.33lx.86lx3.75) ~. 30~777 psi < 54000 psi O.K. Stress in masonry: K-= N/P = 2741/.0141 = 194.39 f = 2K/gk ~ (2)(194.39)/(.415)(.861) = 1082.88 psi > 500 x 1.67 (see Ref. 1.1) A ~ -331 9.5 Che& for partial crac~ in accordance Mth ACX-318 {Refer to PSAR 3.7b.3+1.5) Deflection (SSZ) ~cr = 46 4 = D'+Dp +Q~ =.509{141.47/113.66) =.634 in. See page 8 for GBE deflection. D p' {.0942)(178/143) =.117 in. See page 8 for CBE deflectio'n. + M'L '0547 in ~ L "-.634 +.117 +=.0547 .8057 in; 'e - {M r 'a) g "cr 'a) cr 22I8.8 - {443.32) + 1 >> {2218.8)3 46.94 33~392 ~32 92 ) 47.06 Xn 46.94 in4
a ~ s) \\ ~ g ~ No further cheering'or partial Xn Plane cradling is
Reference:
Section-3 d~ C-1305 ~ ~ 6 -8 I5'-6" I8'-0" I6l Ptl IS'-2" El. 789-O 4-O'HIGH OPENING TYP. 2 EL.77I'-0 88l6 VERT. 44NHORI I 6N l6VERT. tt4R24HORtZ Te VNO 5 L (6.67 + 1'5.5 + 18 + 16.17 + 13 17) 69.51'ssune the folio~: l. Reinforcanent 86 6 16 vert;. {conservative) 2. Perpendicular wa33.s contribute to loading 'ut not to stiffness of waU. in in-plane direction r 3. Deflection is less than 1 3JP'rd therefore cd.ing structure steel beams do not support the ~ (See dra~ C-805 for gap detaQ.s) COMPRESSION REINF. ~ TENSION REINF. SECT lONAt PLAN d = (3/4)(L) ~ (3t 4) (69.51)(12) = 625.59 in d' (2/4)(L) = (3/0)(69.51)(12) = 208.53 in As = A' (27 bars){.44) = 11.88 in C p = ~bd = 11-88/(7.625){625.6)
.0025 d '/d
333 p' A'gbd = 11.88/(7.625)(625
- 5) =
~ 0025.
~ P ~ l
- (n>)
gn-1) c/d ~ ~ (20)(.0025) ~. (19) (.0025) .O475 nP + n 1 P2 .+ 2 n'0+ n-1 ~Pd Id3 - En'+(n-1) $ (.05+.0475)2 + 2(.05+.0475x.333)) 1+ (.05+.0475) ~.2778 c ~ (.2778)(625.59) ~ 173.79 in ~ M3'{c/d) + an bd (~)2+ (n-1)>'d (c-d')2 cr ~ 1 (7;625)(625.59)3 (.2778)3+.05 (625.59)(7.625)x 3 (625.59-173.79) +(.0475)(7.625)(625.59)(173.79 - 208.53) ~ 13,340,887.18+48,648,655.75+273,'453 12 = 62,298,996 Note: 9he above approach for selecting "d", "d'", tension reinforcement and compression reinforcement is approx. sonly. An iterative process would be required to locate actual "d" and reinforcenant. Ref. 1.8 page 185 w=bx YxL w = {.6354)(125)(69.51) = 5520.9 lbs.ft {openings included) W = wH - opening W = (5520.9){10.88).6354 {4x6.67+4x12.5+7x3.33)125 52,125.69 lb
~ ~ ~ ~ Load from Pe dicular Valls.'- e %he loading fran cross wa11i is added to the wall inertia. We II i ~magnitude of the 3.oad depends on spacing of seismic supports (clip angles) for the cross wall, stiffness and acceleration of that wall. Tn this exanple maxim spacing af clip angles is 4'W" O.C. Let U be the added load due to cross waU. then: Ul U2 U3 U4 U5 U6 = U7 where 1 to 7 represent cross vrQls Ul (L)(+)(b)(a) a acceleration, see page 5 uae ~~~ ~ 'a1ue in H.eu of calculating frequency for each wal Ul = (2,')(125 pcf) '(.635)(1.43) 227 lbs/ft of height M = [52126+(z Ui)]= 52126+(7) (227)(10.88)= 69414.3 lb w = 5520.9+(7)(227) = 7109.9 lbs/ft ~ > b = wL4 = (7109.9){10.88)4(12)3
.00023 in S'il 1500000 2,29,999I a v
3ML = (3){69414.3)(10.88xl2) =.00684 M 755AE (5 173.79x7. 2 00,000 A static .00023+.00684 =.00707 in = 1/2 (g/4) ~2 1/2 (386.4/.00707) ~2 fn = 37.21 Hz .85 fn = 31.63 Hz 1.15 fn = 42.79 Hz
~ ~, l ~ ~/ 'I'E ~ ~ a'I , al ~ i Hefer to Specification 885~24 for the folio~: HESPONSE'05ÃAHY.. rizon es nse t ccel o Pe Vert. s.I ) OBE CASSE )SHE lLCZA I lSSE lSRV I LOCA l 32 32 32 32 32 32 32 7$ 7$ 7g 4N 7$ ~ 22 .287 .06 ~ 13 0 21 ~ 271 05 ~ 13 BN9<<1 PN9-2 BN9-3 PN9-4 ] 0-1 EKLO-2 BE1.0-3 N/S MALL EVALUA'IKON Loading. Combination: (Normal/Severe) d = %stance to doorway (very conservative) KHLfTo+H +E+ZVT+Ds ~ E+SHV = {.22/+.06)=.29 g v = va+L'a(leo lb) ( /3'l V',= (.29)(52126)+(.29)(100x69.51/3)+(7x227)(10.88) = 15116-5+671.83+17288.3 = 33076.7 lbs . 100 lb = attacbnent load per 3 ft. strip as shorn on dog. C-807 v = V/bgd = 33076-7/(7.625)(.907)(29x12+4) = 13.58 psi' 43 psi O.K. g = 1-k 3 (c/d)/3 = 1 2778 =.9074 3 Rd;e: By inspection for.abnormal/extrene Zhvirorxnental load canbination, in-plane shear.is O.K.
I aa.5yty SlS sy.SI I~r AS-BUILT MINOR eVJSION sI'.. FQR PROJECT REYIEW ONLY. ~ tfstyt' ltO I gag 0 l 4 QfgglltFA0ts ~ Savoy Strut Arsy, + /~ g,D,9'lyg IPH7lt~ Rear drkC Pln - A-r Rod ~ SA-Z6 Pl~SA-36 t0r SA-l5Gr:65 845 (~l( QR '-4" lie~i>~JIR Vg" g~vT 'Y ~Y ~%".~ HAT I Sh) OttCr .tsa.) (I ~st gpss.p ) l'get'J STRES5 ISO ss yy ~-i5 sl ~ BO <0.+ eL.st(,'-V~a'g'N y ~ t Q"Cryt) '8 I gg sf Coc C~) 0'yyaes Qs 'I.EVATIOHAA 0 0 P &t,at ~inst.t. Cl;Y ( Sf'.DCATIOHfLAN AIIEA NOTES: '~ ~'@~~l. HAtCER -'RITICAl. ~4. CQOK y.i ~: 3. SElSH C 'r z'. RhD. ~G 2t',. ss er<<ts Ite C'+p QCZ4Al4lfRO ayylDI LsyLS tt&5 tscynw tyclo nys yytstfclll0g '~ K L< Ktc ttyy sssJkt tscyy5 <t ~t ~a I HT I I4y F a '5'5 6D R5R GTR C7 syf ys Asg A I v 5 0 I 0 Il a SY It SO EHG 5 ~I% ~~ <<kv FP%,g 'tL<<fP 4USOVEHANHA STKAH KMCTR1C STATIOFI VM IT 1 C UHTT PIPE SUPPORT CEHTPP L CONTROL BLDG ."CHrit.ec VNTE~'>>I~8 8856 3 0 - t (IEF. X-2!- It-2 8-DM,WINO NO.QU~)g IIEV. HBD -5ooa-H~ H.CIIHG REQU 4v. 474 +I -' LH. Q E - 701 8 ys vo 4 ~ryrys.orn s rysorn sLs ass v es ~ sw~ ~~is
OR IQINATGR PROJECT SUBJECT Q~+gp P~+ QALCULATIOMSHEET g 2- - 8,a~J(L JOB NO, SHEET NO I P +>> =-IX> ~g P =/~< /V = i2 X /~ = /S~ "< Do ~ 4 ~ ~ C>) 8'-"' sb.. P = xJ >8// P = gD, wP ....(j) l 2 +)( F P: ~J '~ = 7 H P'"(ii) (~) Ahs v. t= ~g J.P =Z. d7" Ro~ Zs f. = /8'2P (ii) g = /8~/7,z3 = ~'/8'73 ~ 73 Ps/ g =~=<,~~ 30'>f' /pe) p5'/ 4s t i g/~ ~lf.> ~.T. 'P 20768 Aev. {6/76I ED 69 I5/76l
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