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/t4S T jiS= 00 , 11-i at] s w R OW E L L 10570 SE Washington St Suite 212 It ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS December 15, 2015 RECEIVED DEC 3 o 2.015 M2291 FOFOUR DCONST. CITYcord Plan: „tiVISioN BUILDING Medallion Meadows - Lot 15 Tigard, OR 97224 100 mph 3-Second Gust, Exposure B Seismic Category D 2012 IBC /2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 ostri PROpte,, Rowell Engineering s ��CafN . Project Number: �, 5 387p 150387 � ilftVt r1_0200 'A.077:22 A. • `' Ob T. RO' MSS: DE6. 31, EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 , 1 , ,, • . i -},3-rqj r-F,....,,, -,-.,----,-„,---,-----,_.,,..-.... .-.... . ,., '', • -1 ,--- . ,.,, .-.1--, _,- : ... , - .„ . , 1, L:: , '11•7; 1 1.,--1 ' 1 ,S tj iT^, -1 ,- 4°.,I t .;II,I- t,,,.. , L - ,,, , ,, ' ,i i, 'y.- t, • ,'''''' -'''- ''''' 1 ; ', ' _IA if,J, :,„:`,), ',', 1 .., p, IN ,, , , 1! 1 }-i. j', --:f--1 i l' " I, ,,„ ,tj I, 1 J 1 ! , - I' 11 IL----------1'-- "'` , 1'1 ii -;-1 I j 1 !," .. 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NE,,,,,.,,.;‘.....1'•,--1 _-—---- -- r—, i t -7-11-"\‘ an R ROWELL ,,.., /, i. / ENGINEERING,LLC COLiECI ,0 N '[)m.11` $Al,...5 251 • Page 5 DATE: 12/15/15 PROJECT: 2291 - FOUR D CONST. WIND LOADS LOAD AREAS FROM CAD LINE A B C D LOAD mean roof height, h = ft V1 28 75 '1715 least horizontal dimension, b= ft V2 208 226 6244 0 0 a=min(0.1 b, 0.4h)>= max(3', 0.04b) V4 33 94 136 70 5269 V5 44 66 172 41 5369 0.1 b = 4 ft V6 34 77 91 122 4879 0.4h = 13.2 ft 00 min = 4 ft 0 35' 42 1378 0 0 3' = 3ft 0 0 0.04b= 1.6 ft 0 0 max = 3 0 0 00 a = 4ft 0 0 2a= 8 ft 0 0 0 0 roof rise, y= M1 54 36 1699 roof run, x = 12 M2 217 3732 arctan(y/x)= 39.81 DEG M3 144 2477 M4 77' 90 3211 A= 21.6 psf M5 94 131 4284 B = 14.8 psf M6 77 131 3916 C = 17.2 psf M7 101 2182 D = 11.8 psf M8 96 2074 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,..... , 1 '?I II. k".I. • .- Page 6 : ! I , 1,1 . , . . , . t . ' . , . .. 11 I I 1' " tit] Ls s <tt-tittt, ,. I I t. , 2. II I I L.. 1' •i , i1 II .1--.4...STER ..I.II ' ;I • /..,. „ ... .. . . ; r----” )1 ' • . i • ''..I.: ..-- : 1 ., •••., I I ' . 1 1......: 11., 0 h ......., ! , . i . . , '.11,':/</ ‘\\.1\, 11,, i• ' -' ; 1 1 I! 1 i „ t 1 : 1 . ... .,,–,-, ...:?.. ••• r"— , -1 I. ... <_<,•_-_, - , .,. E---"-C.T.,'NLIS I 1 Ii ii. 1 . ;`...i 3" i , ..... 2291 . ,,=,,,...-_,---, ,.... ,--,,,---,7) i 7___.\ ........,, , i_..—K , L.....‘,„,./\,...„,K " WM INE It ROWELL ,0Zoi".‘-'07i106 ENGINEERING,LLC c o i.[ E ("_,l'i sst,,,s,•;;;;,;,-;;;,S."; , >,- ;;; ,,,,, :;,;;;;;;;;; , hr, 1 .. 1,,,,,,,th..,,,••6. 6 14,6,,," 1 ,.,,I1' 7 , ,1 I, • v, ,.,.), lir::11 -102,,v„, , ...= u„......., „..„., c ______, .., _I.) , , r, ), •‘\.> '! l'.'''' ' 1 1 ""--=.1`‘,„"'Y.:. e..=.,7- d i , .—,,...- ...--.1......-...... 6:RE.47 . .=;.--' f I /I.N.C1 . 1 , . OR DEL JET I , 1.I ,• , I I , ,,-•ri^ , !.1 Thi LA, i. 1 . Er' , .. , 4Li3F.W' Ir 1 I' ' t : 'I • ', I II I .,. r KIII) rrxi"XX, r I ,_ ,,fx, 4\rrr. ;:i„.,.4....:..,_ L...--.!-7...... -,.... ,.,. 1 , ',1 : --- — . ' X t_I r I ,t I Xr1 r r I I r , - I ', •if. I! I ,- 1' I-: I,' — ' lr ,,'' Ft, ",•,, , I I 7 iiir Fig ,--• -,,I 1 li It 1.ti..1 Jill ,, 11 I ! * rr, , I IT 1 r 1 , I r r r 1 I i r , If 4,2•17-1*.1111Er • " 4,,,E.<6 I...IC:SI&CC.,5,RL. Ret_J5t / II , 1 1 1 I ,4\ 1 11 . . , - I .' ., .k . 4, , f.i..;.: =.•:'-.. " fr 2291 \rrriALIN .7--1_007 P_,/- N on nn it ROWELL egAs .:.• , ,... / . , / ENGINEERING,LLC C i.,'l f. ,".. ' ','„:N tt,s, ,tt,;^N.,,,,,,,,,.•,,,,, ,2 P ,3,P.,,' .,,,,. \ CO cl) CO (iCS CL • SHEAR WALL SCHEDULE • (1) 2X D.F. studs max. 16" 0.C. • HOLDOWN SCHEDULE • SEISMIC ZONE D (2) Anchor bolts to be%o j—bolts w/min. 7' embedment Into MARK SIMPSON FASTENERS CAPACITY NOTES APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) concrete. Secure with BP%"-3 or BPS%-3. (9) MODEL# (13) (LBS.) BPS 56"-3 requires an additional std. cut washer. No Connect btm. plate to FASTENERS(3),(5),(6).(7) SOLE R SILL PLATE ALLOWholdown Roar jst/rim/bm/blkg. N/A MARK PANEL NAILING AB NOTES LOAD (3) Intermediate studs nailed 0 12" 0.C. required w/led o 4"0.C. THICKNESSO PANEL .rypE 16d SIZE SPACING EDGES (4) Framing 0 adjoining panels to be 3x nominal or wider, CMST12 x (7)16d common 1.500 For equivalent options. SINKER (2) w/naling staggered. 36" Long nails at each end. see(10) 871.. 0.131 ♦x21¢" (5) 0.131'0 X 2) F. RH P—nag may be replaced with CMST12 x (16)16d common or 6" O.C. 6" O.C. 2X 48' O.C. 7 0.131'0 X 2I¢" common nail or 0.113"0 X 2)t"hot dip or • rags at each end. 3.430 For°gt'1"ai°"t options, 19," F.RH.P—NAIL tumbled galvanized box not. 48" Long sae(tt) 8 — 0.148"0 X 3"F. RH P—nal maybereplaced with 0.1480 X .CMST12 x (22)led common For equivalent options. ,4 7�s ,• (6) nolle at each end. 4.700 3'common nail or 0.128 0 X 3"hot dip or tumbled 60" Long see(12) or 0.131 ♦x21¢" 4" O.C. 4" O.C. 2X 46" O.C. v/ galvanized box nail. 1 " F.RH.P NAIL "F. RH. P—nail"— designates a full round—head power nail. J• CMST12 x d m W (7) ��/J 72' Long na(29)il.at16eachcomon scree 6.210 746. (8) Minimum 4X6 post 0 each end. r i, or 0.131 y x 274' 2" O.C. 3" O.C. 2X 13" O.C. see (4) .1 6 CMST12 x (39)16d common 13X 34" O.C. .e s O (9) Hddowne occur 0 each end of each shearwall &fasten nails at each end. &350 �32' F.RH.P—NAIL Z to min. doubledbstud. Wall shtg. shall be edge nailed 90" Long to 8 406Retrofitung with HTTS if 7 0.131 x214" 2" O.C. 2" O.C. 3X 9" O.C. see (4) • (1 p)CMST 14 X 36'L w/(8) 16d common each end. STHD74RJ (30)16d sinkers. 3,280 spoiling of angels walls or 1 MST 37 w/(10) 16d common or sinker each end. °�"` 22" O.C. 1 " F.RN.P—NAIL MSTC40 w/(14)16d sinkers each end. Equivalent option CMST 14 X 60"L w/(22)16d common or sinkers each end. HTTS (26)16d sinkers X090 ties an HOU-5 7 11 SB3%x24 W/(141 SDS Y!"X 4* �9' ( )MST48 w/(16)16d commons 0 each end. a anew. or 0.131 4x214' 3' O.C. 3" O.C. DBL 2X 20' O.C. see (4) BE MSTC52 w/(22) 16d sinkers each end. I� 1se I F.RH.P—NAIL 3X 20" O.C. 9at87�V Min.(3)2x or Sx. EA. SIDE (12)CMST 14 X 72"L w/(29) 16d common or sinkers each end. HDU-8 (20)909.4"o 27S" 7.870 with studs nailed together 7�e• MST60 w/(23)16d common each end. screws,SB'fx24 w/led sinker 0 e'0.C. MSTC66 w/(32) 16d sinkers each end. (30)sin y"X 274'screws, 4446,10, or 0.131 1 x 274' 2' O.C. 2.5" O.C. 3X 16" O.C. see 1280 1"0 A307 threaded rod A.B. 8X6 poet reyd 132' T280 Uce SSTBL In place of SSTB where 3x or diol. 2X plates HDU-11 w/2Ylx2Jy'x34'Dlate or BPt 9• 30)(30%12 deep min.fig. EA. SIDE F.RH.P—NAIL (4),(8) (13)oawr. btwn.(2)nuts. in 10"ftg. req.d.0 e.anchor Dalt. embed. (14)May use an HHD014 In place of HDU-14. (_36)SDS 7:"x 21r screws, 6X6 post reed. HDU-14 7 e A307 threaded rod A.B. Heavy hen nut reed. 1 " 0.148 0 x 3' 2' O.C. 2" O.C. 3X 13" O.C. see 1540 (is)3X plate required where shown on foundation plan. w/26"x214"x%'piate or BP1 14,445 36X3ex12'deep min.ng. EA. SIDE F.RN.P—NAIL (4)(8) j540 see(14) btwn.(2)nuts.Min 10"ftg, embed. reed O as anclwr bolt Page 9 EDGE NAILING (2) 2x OR LARGER EDGE NAILING 11 Il DEPENDING ON N.D. I LARGES TOF T-4 E( ) HD Ci/ZWI I' i Aiiia ii i1 Pr LARGEST OF THE (2) �`!V (2) 2X OR LARGER H.D'S g CORNER ' (DEPENDING ON H.D.) A FOUNDATION / a UPPER FLOOR CO1'1 INf- ID HO_IDOLUN CORN- 1 SCALE: 3/4" = 1'-O" °°reNrE H° URAUJING NOT TO SCALE I' 173O\WELL _AZ EHLIMIEEG211IN AWN ''- CIVIL- STRUCTURAL ENGINEERS [DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH: (5031 254-6292 SLS PORTLAND, OR. 97216 FAX: 15031 254-6761 . Page 10 . ' DATE: 12/15/15 PROJECT: 2291 - FOUR D CONST. vwm12208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2O12 IBC BY: VV|NDSI3EED: 100 Adjustment Factor for Building Height A = 1.0 EXPOSURE: B Increase 110/B wind loads by SEISMIC CAT: D to obtain 100/B (G0e=2/3 Sus) 0.850 1.2SDGK 1.02 K R: 6.5 snow load = 30 A upper: 2184 mean roof height, h = 33 ft A main: 1976 Alovver 0 V=1.2S»oVVoJR ASD Load Combination =V/i.4 WDL ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 2184 32760 5141 3672 EXT. WALLS 10' 0' 232 10440 1638 1170' INT, WALLS 8 9 150 5400 847 005' BRICK 40 0 0 0 0' TOTAL 48800 7626 5447 MAIN FLOOR ROOF/CEILING 15 283 4245 666 476 FLOOR 10 1693 16930 2657 1898 EXT. WALLS 10 9 212 9540 1497 1069 INT. WALLS 8 9150 5400 847 605 WALLS ABOVE ' ' 15840 2486 1775 DECK 10 0 0 0 BRICK 40 0 0 0 O' TOTAL 51955 8153 5824 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 10 0 0 0 0 INT. WALLS 8 0 0 0 0 WALLS ABOVE 14940 2344 1675 DECK 10 0 0 0 BRICK 40 O 0 0 0 TOTAL 14940 2344' 1675 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load (plf) Floor to Floor Holdown Floor to Foundation'Holdown Shear wall wind/seis Tag Load Type Tag Load Type S 260/280 1 1500 CwST12x36' 6 2684 STHD14RJ A 350/350 2 3430 CmSr,uxwn^ 7 5090 HTT5 B 600A800 3 4700 cmar12x60^ 8 7870 HDU8 C 896/648 4 6210 omoriuxru^ 9 9535 HDU11 D 980/980 5 8350 cmar,uxoo^ 10 14445 HDU-14 E 1280/1280 ' ? 14446 to high F 1540/1540 • Page 11 DATE: 12/15/15 PROJECT: 2291 - FOUR D CONST. WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES V1 5.8 4.0 9.8 9.0' V2 20.3 20.3 9.0 0.0 V4 10.8 10.8 9.0 V5 15.5 15.5 9.0 V6 7.6 25.0 32.6 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 89.0 M1 3.0 4.0 7.0 9.0 M2 9.5 9.3 18.8 9.0 M3 6.2 3.0 9.2 9,0 M4 5.2 5.7 10.9 9.0 M5 2.8 2.8 4.0 4.2 13.8' 9.0 M6 7.4 22.0 29.4 9.0 M7 3.8 3.8 9.0 M8 5.3 7.0 12.3 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 105.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Page 12 . DATE: 12/15/15 PROJECT: 2291 - FOUR D CONST. WIND 110/B 100/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 1715 1715 1460' 9.8 175 149 V2 6244 6244 5315 20.3 308 262 0 0 0 0 0.0 0 0 V4 5269 5269 4485 10.8 488 415 V5 5369 5369 4571 15.5 346 295 V6 4879 4879 4153 32.6 150 127' 0 0 0 0 0.0 0 0 0 1378 1378 1173 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0' 0 0.0 0 0 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0' 0 0 0.0 0 0 0 24854 M1 1699 1715 3414 2906 7.0 488 415- M2 3732 6244 9977 8493 18.8 531 452 M3 2477 2477 2108 9.2 269 229 M4 3211 5269 8480 7219 10.9 778 662 M5 4284 5369 9653 8217 13.8 699. 595 M6 3916' 4879 8795 7487 29.4' 299 255 M7 2182 2182 1857 3.8 574 489 M8 2074 1378 3451 2938 12.3 281 239 O 0 0 0 0.0 0 0 O 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0, 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0, 0 48429 + O 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 O 0 0 0 0.0 0 0 0 0 0 o 0.0 0 0 0 0' 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 O 0 0 0 0.0 0 0 0 0 0 0 0.0 0' 0' 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 00 0 0.0 0 0 0 0 Page 13 DATE: 12/15/15 PROJECT: 2291 - FOUR D CONST. SEISMIC SEIS. TOTAL SCA. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR V1 X 5447 215 10% 536 0 536 55 1.00 1.00 55 V2 X 5447 1121 51% 2796 0 2796 138 1.00 1.00 138 0 5447 0% 0 0 0 0 1.00 0 V4 X 5447 867 40% 2163 0 2163 200 1.00 1.00 200 V5 X 5447 820 38% 2045 0 2045 132 1.00 1.00 132 V6 X 5447 1203 55% 3001 0 3001 92 1.00 1.00 92 0 5447 0% 0 0 0 0 1.00 0 0 X 5447 101 5% 252 0 252 0 1.00 1.00 0 0 5447 0% 0 0 0 0 1.00 0 0 5447 0%' 0 0 0 0 1.00 0 0 5447 0% 0 0 0 0 1.00 0 0 5447 0% 0 0 0 0 1.00 0 0 5447 0% 0 0 0 0 1.00 0 0 5447 0% 0' 0 0 0 1.00 0 0 5447 0% 0 0 0 0 1.00 0 0 5447 0% 0 0 0 0 1.00 0 198% 0 10793 M1 X 5824 253 13% 746 0 536 1282 183 1.00 1.00 183 M2 X ' 5824 651 33% 1919 0 2796 4715 251 1.00 1.00 251 M3 X 5824 612 31% 1804 0 1804 196 1.00 1.00 196 M4 ' X 5824 250 13% 737 0 2163 2899 266 1.00 1.00 266 M5 X 5824 665 34% 1960' 0 2045 4005 290 1.00 1.00 290 M6 X 5824 1076 54% 3171' 0 3001 6172 210 1.00 1.00 210 M7 X 5824 261 13% 769 0 769 202 1.00 1.00 202 M8 X 5824 229 12% 675 0 252 927 75 1.00 1.00 75 0 5824 0% 0 0 0 0 1.00 0 0 5824 0% 0 0 0 0 1.00 0 0 5824 ' 0% 0 0 0 0 1.00' 0' 0 5824 0% 0 0 0 0 1.00 0 0 5824 0% 0 0 0 0' 1.00 0 0 5824 0% 0' 0 0 0 1.00 0 0 5824 0% 0 0 0 0 1.00 ' 0 0 5824 0% 0' 0 0 0 1.00 0 202% 22572 0 1675 0% 0 0 0 0 1.00 0 0 1675' 0% 0 0 0 0 1.00' 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0%' 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00' 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0' 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0 1675 0% 0' 0 0 0 1.00 0 0 1675 0% 0 0 0 0 1.00 0 0% 0 Page 14 DATE: 12/15/15 PROJECT: 2291 - FOUR D CONST. WALL SUMMARY WIND Narrow 1NCR CONTR. MAX. SHEAR WALL min UNIT Panel SETS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR increase SHR W S SHEAR incr incr pit. V1 149 1.13 62 X 149 1341 S S 1 OR 6 2x V2 262 1.00 138 X 262 2357 A A 2 OR 6 2x 0 0 1.00 0 0 0- 0 OR O V4 415 1.00 200 X 415 3738 B B 3 OR 7 2x V5 295 1.00 132 X 295 2654 A A 2 OR 6 2x V6 127 1.00 92 X ' 127 1147 S S 1 OR 6 2x 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 0 OR O 0 0 1.00 0 0 0� O OR O 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0` 0 OR O 0 0 1.00 0 0 0 O OR 0 0 1.00 0 0 0 0 OR 0 M1 415 1.50 275 X 415 3736 B B 3 OR 7 2x M2 452 1.00 251 X 452 4066 B B 3 OR 7 2x M3 229 1.50 294 X 294 2063 A S 2 OR 6 2x M4 662 1.00 266 X 662 5961 C C 4 OR 8 3x M5 - 595 1.61 466 X 595 5359 B B 4 OR 8 2x M6 255 1.00 210 X 255 2292 S S 2 OR 6 2x M7 489 1.18 240 X 489 4398 B B ' 3 OR 7 2x M8 239 1.00 75 X 239 2150 S S 2 OR 6 2x 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0_ 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0' 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OOR0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 O 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 ORO' 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 ' 0 0 0 0OR0 O 0 1.00 0 0 0 O OR O 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0' 0 OR 0 O 0 1.00 0 0 0 0 ORO