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Aust),c)(6.-00-z,O 797o sh) otfrie-z_ R O E L L 10570 SE Washington St Suite 212 It ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax 503-254 4761° LATERAL ANALYSIS JUN -, r May 3, 2016 Mascord Plan: 22155 - FOUR D CONST. Greensward South- Lot 3 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 PROP ten Rowell Engineering �� aGIN4, �.j Project Number: 5$367'E i 160158 At ei_O EGO p X22,' `' dd T. RO' irKPMS.3: DEC 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 . , i , i. 1 ! ; 1 1 1 ; I ; 1 ` 1 i f 4 . 4 I „,,\„,,,.'-‘..,H4 1 . „,..;„ ,,,,,.. „ , , ,,,..1, ,,‘ ,, , ,.) , i ,,,„:-.,„...,,,.,„ -_, / -,,,,,,,,,, 1 !!-7, :• ; ! d - !.., - . .--dd Iddfrd,!--„ -!..,. ,IL:\LH\ ! ; ! - 't,.‘ \--L- 1 , . , \.- ' .! 1...-H.I.\:cH--., ....-',-. ---. !! 1! 11 111.!!!!!-LII\L'..1-,,Ii -1 —,L t-,, ! 't -L.,"--..! I ! ! ,,-...,,/ . ' --‘, -H,t, Ir ---‘-:--:, \ ---z- /-- ” 'f t r,,,, ,---, „ - z..---./ 11 ,, i 1 .',. it ---, , __ ,—_..„_____ — --- _ --„__._ /7( , il' di L. 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M2 M3 * M4 is, • , 22155r,z). IG—'. -7 .7-= E_ I I 0 N NO _ MO j ROWELL ESN,. ba,ProssIs ENs ENGINEERING,LLC CCIICCTICN ,-.1. -,_,,,R At. S.ssEs.rs,SRNS'S. ,oslE SE SNESNYESS,SsErf s SS, 2, 4.... s,,,,,,,,E„ss, EsoRtss.,ES STE,E rEs45,,,,,tss ES,' _....... ... _.._. .___. , f Page 3 11‘ V5 V6 V7 stb ,f,.,..,, f.;::...;< ..‘ ,, , ,,;Lf'-.,•,:-:,. . ...___ ii ', !! --,',''.' 1 ,,-,, , B 1.:' ,,..4';%..''1 il ; 1 .1., ' r ,,, 0 i- ,\\,,,;--..‘, D • I 14.8 • ,;:j-c"p-p, ; c; I, p II 4 ; , l• •; p II \-.PP.'', 11.8 I 11*11 IP P ';; • 1, . I j PP,',/' 1. ;; -• ' ' I I I/ I , ,-;PpP.;.-•:. 1, 1, I,] ; I , ,I ; 1 . - ;; ;, -..p P.---, I P . ; -, ; ,, ,. p . .. ....,....,p; • z.P;;;P:.•4'; P;.•' ; • P ; I '' p ;; II 11 I; 1 PI 1; I' P '. P 'I; ;-.',PPP‘PPP. I ---Pf . . ,•- - , ----pp-ppprp• -p--P-—----- -TT-- - .--;144.;-;--P.-- •-_---,--_-:: . -..... :-..=-;PPP` • • , '11' , •! -4 ' 1, i_. 'i ----;- r 1 i -:iir:7_77 . ii, __ _..______ . . 1-"..._.. _ _ , --. E .._ _ __ _, . .._ _ _.„_____ .___._ _ ..__., ._ ..... „.. _._. .., ,, ,. ,,,, __ ___............__ _ ______________ ,.,___„., .i.,,,_,__„___,..,,r_. 4 i -:, l = '.. ',1,,,. • , i/I, 4, Trt A ....- , 1 --, . .. i4 M5 M6 M7 f 1 , _ ......_ 2 2155 E-A. E L E'/1:\T 1 0 N EN El ROWELL _ , ..._ 5355e . ,..c. / di / II ENGINEERING,LLC 0130, 0E3E3, E.,6. . C I, STR,C1,0005,3 ENVEENEF,,,,,I5E 50000 SE*AS 0 0035,EIPIEE VIE EV 00,5033 0054 6250 1555500TE AVE VI 95150,65 060500E,;51 030, Page 4 - „ . 1: H11 <01 • • 4- r - U 22155 L L T I 0 NI R OW E L L . CPA,. 01,26,16 .14W5$11(/ Et ENGINEERING, LLC Ct Sez. CO F ViA34.6,0,4 S'r 0 P, PC,',AND CR 572,6 tx 150,75.4 Et, Page 5 DATE: 05/03/16 PROJECT: 22155 - FOUR D CONST. WIND LOADS LOAD AREAS 1-NOM CAU LINE A B C D LOAD mean roof height, h = 30 ft 0 0 least horizontal dimension, b = 35 ft V2 25 83 97 109 4723 01 0 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V4 31 102 138 66+ 5332 V5 34 75 121' 36 4350 0.1b = 3.5 ft V6 166 76 3752 0.4h = 12 ft V7 27 68 12 30 2150 min = 3.5 ft 0 0 0 0 3' = 3ft 0 0 0.04b = 1.4 ft 0 0 max = 3 0 0 00 a = 3.5 ft 0 0 2a= 7 ft 0 0 0 0 roof rise, y=MIN M1 32 93 2066 roof run, x = 12 M2 75 9 57 2734 arctan(y/x) = 39.81 DEG M3 159 2735 M4 68 33 2036 ' A= 21.6 psf M5 71 99 3236 B = 14.8 psf M6 177 3044 C = 17.2 psf M7 75 33 2188 D = 11.8 psf 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 o p O 0 Cl 0 0 0 0 0 0 0 O 0 O 0 0 0 0 0 O 0 0 0 Page 6 .." ..„. _ a , it 0 - Astmetamosit 1/ 1 , I . - ' I EXTENO INTER'OR 5.-1EARWALLS f I ,.. 7.0 R00.SI-gE,174.4",4,6EE Typ, --liq I ' L iti7ERIOR RCOF DEIT411.42; , I Ca 1 ,f,' N-77• 1 C. r--14.6I1-ER { LI Ji.. - —he . i a . 1 I 1 1 ' ' I'' _---ri____. 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Iri).Tb?,,X);),'r0 i "rOLE.Fa; 'SILT 443A TC I I ALLOW ' . (:.,:033-.313cIL:3,3,',,;':0-1:"!,',.`, , ' - Lc"--°---7-- , -"cc)NAIUNC) X"----'-'--Ax'i '''' NOTES I LOAD I 43, '334”3334!,' I33'33 3.33''' !3 3 3 ,,,, T3,-34,333, M!''''''''''3!-I!C"3333j''''''''IL 74) 0,TAxxxx 2.0 .20,2 to Cc 2,22,2 22,2, .0,22, t2m2,--,1--,-; ,, j•;"Cp1 J.2,222, ; ,,.t,,,,,,,,,,,,"2o., 0 -'1''- -"- ; -1,- '7--' 1- T - ' - •t, : •r- - - 1 Il .,57 3 13)", x 21,7" ) Xt1-5 '"fx., "fl'ay t,,;22,2,22.1 22, /ON ,,„ ,, E. ,,,,,, 7,,„,,2,2,22, , C' 0,Tr ' 6 040 2X 48 0!,.. ,6 ,.. ,. ,; c; ,; ,;; ‘,,, ;,,,, „;;;:i 727. 3 2,122-2",22,, ,, 22 22 . 1 C'.647 '11, 1-.22;.d N?51 0 0. 1,22,2 ''''''j I'''''''"j' I I 222 C2% j I 04•jh." j 4' 0(.: I 4' 0 C ! 27 i 4,,,)) 0,C ! ) U) 1 47,,271,2,,7 xx,. AA_ 77" °'''''''T ' ' ' )75 "X Rx1 P..2,'-- 622120,2,o 2, "22 2-2.32 22,, 222 2^", C7322,12 III "29";. I7-2 2`2"2-J2' 6 , .a...7X. ''''' X t 1, 0.22," , 2!' 04„ I 3" '3 C. ! 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" '-'""I'' - I - j C-10,1,0;LJJ, 22 22201.2 22,2.2.2.-a \ ,x," ,.1 , , x, ,...„1 a ' 41'57 '''jt'''''‘`I'' '''''"-I IIh''''4jII I''''''''''''-jj'j 5 1 .J. 72.22,1,-j:'14j35 !.'.45,e , i; 7 9Ir2 "' '.... 1• UI !w 1 1 -u') .,t i 1\ 11' 11 o 0 xxxx11101.1111.111.1111.1 . . , Page 9 DOUBLE2X4OR6 FRAMING e LOCATION OF HOLDOWN. III-`. 1 I HOEDOWN I I C – I SEE SCHEDULE II II _ t 11 G 1 I1L — —._lL 1 1 – L —I_ _1 I SII - -- TIS - it II { 1 I ` Q ( THREADED ROD H JI z II 1/2"" APA RATED nO H SHEATi IING 1 u....ii -SLEEvE NUT e 1 I® DOLT SPLICE n II 11 4— II 11 1'S IMFSON II STA1S H I EOLT (SEE I *.4 BAR I SCS-1E DULE) U L CONCRETE FOUNDATION Q DOWN N , SCALE: 3/4" e 11-O" —D EXTEN DRAWING NOT TO SCALE I— G�OM9CELL =--A-- E-- MIIIINIEIEIAIN DRAWN E3Y- JX_ CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PHS 15031 254-6292 PORTLAND, OR. 97216 FAX (5031 254-6761 / MN. N13.5 / Page 10 1 _ SIMPSON "MSTA3(o" T—Ll_ T. I. / 1 f EA. SIDE, (4)-TOTAL •I•' 11 1.1 H 2X CRIPPLE WALL OVER J• L , J_ I . __ HEADER,W/ 112" SPLICE —• — -- •---m JOINT W/ CONT.NAILING HD (CONTINEAER UOUS) \ \ 5 ./17. — I ` CONTINUE HEADER l7 . . Pi TO BLDG.CORNER 4 Z 1 NAIL SHEATHING TO 1 •1..1 HEADER W/ 0.148"4? X < ••1 La • • ... WA 214" F. 3" O.C. BOTH YS u) •1 •. ° 1CIAFRAGE _ 1- (OR OTHER OPEN'G) X W I- U) •1 15/32" APA-RATED 51-ITH'G ,FROM SINGLE SHEET, I' ASTENED PER SHEAR Z z SCHEDULE SPECIFICATIONS N i. AND NOTES ft Il • Q \—•,c • - BLOCK ALL PANEL EDGES 4 Ik I PER SHEAR SCHEDULE .I 11 SPECIFICATIONS 4 NOTES 11 I .1 II REBAR &O GRADE Z •1.1 •1 E 1_9 I 1 •1 SEE SHEAR SCHEDULE AND •- w �I1 NOTES FOR HOLDDOUN SPECS " •I"IPANEL UJIDTH di' N i L *3 TIES t 11 11 II II 1 (4:> b) df_— -=-=- 1=11= 1 II co II II II II IZQ `Q 0 91) *3 TIES II a II u I E E J \ 10" CC. II I II IPLAN V I E UJ OF (3)*5 ii '\11) i STEM UJALL EACH SIDE \ 1 I I .\4" CONC. SLAB II I I 11 1 1 11 1 1 11 1 I MIN. 12"x12" CONT. *5 REBAR WI 24" HOOK FOOTING a GARAGE TOP 4 BOTTOM e CORNERS DOOR W/ (4)*4 CONT. 0 NARROW 6-EAR FANEL NO SCALE (REDUCES PANEL 1-IGT.) NRWSHEAR30 -A-E- IEHEIMEIL13171M D1RAUJN 15Y- J.Y. CIVIL- STRUCTURAL ENGINEERS DATE- 02 -23-11 10570 SE WASHINGTON ST. STE 212 PH 15031 254-6292 PORTLAND. OR. 97216 FAX 15031 254-6761 Page 11 EDGE NAILING (2) 2x OR LARGER EDGE NAILING 11 DEPENDING ON H.D. I LARGEST OF THE (2) H.D STRAPS 9 CORNER riA11 LARGEST OF THE (2) ►/PXI (2) 2X OR LAGEH.DS '6 CONER (DEPENDING ON H.D.) 'ice - 'ice 9 FOUNDATION % 6 UPPER FLOOR Q CO's lig= D —OL=DOUJN CONE "� SCALE: 3/4" = 1'-0" AHD DRAWING NOT TO SCALE I3OMYCNL-L --4ffi IEREITALIEELIAKIE DRAWN 3 - JX. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH- 1503) 254-6292 PORTLAND. OR. 97216 FAX: (5031 254-6761 ' Page 12 DATE: 05/03/16 PROJECT: 22155 - FOUR D CONST. . ^ vwm12208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2012 IBC BY:IS.A. n U WIND PEED: 100 Adjustment Factor for Building Height A = 1.00 EXPOSURE: B Increase 110/B wind loads by 0.83 SEISMIC CAT: D to obtain 1000B (8oa=2/3Suu) 0.850` 1.2SDSI 1.02 U � V R: 6.5 snow load = 3O /\uppec 1681 mean roof he�ht. h = ft /\main: 2279 ------ — A lower: 0 V=1.38oaVVoL/R ASD Load Combination = VY1.4 wo` ASD DEAD V LOAD WALL HTLINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 168125215 3957 2826 EXT. WALLS 10� 8 184 7360 1155 825 INT. WALLS 8 8 200 6400 1004 717 BRICK 40 0 0 0 0 TOTAL 38975 6116 4369 MAIN FLOOR ' ROOF/CEILING 15 495 7425 1165 832 FLOOR 10 1504 15040 2360 1686 EXT. WALLS . 10 9 176 7920 1243 888 INT. WALLS 8 9 100 3600 565 404 WALLS ABOVE 13760 2159 1542 DECK 10 280 2800 439 314 BRICK 40 ' - 0 0 0 0 TOTAL 50545 7932 5665 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 1O ' 0 o 0 EXT. WALLS 10 0 0 0 0 INT. WALLS 8 0 0 0' 0 WALLS ABOVE 11520 1808 1291 DECK 10 0 0 0 BRICK 40 o O 0 0 TOTAL 11S3O 1808 1291 ' REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load (p|f) Floor to Floor Holdown Floor to Foundation Holdown Shear wall wind/seis Tag Load Type Tag Load Type S 200/260 1 1500 cmsr12x36~ 6 2684 STHD14RJ A 350/350 2 3430 omSr12x*8^ 7 080 HTT5 B 800/600 3 4700 CmmT12x60^ 8 7870 ' HDU8 C 886/640 4 6310 owuT12x72^ 9 9535 HDU11 D 880/980 5 9215 oma-m2x90^ 10 14445 HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 Page 13 DATE: 05/03/16 PROJECT: 22155 - FOUR D CONST. WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS(FEET) TOTAL HGHT. BRICK NOTES 0.0 V2 3.0 4.6 3.0 3.0 13.6 8.0 0.0 V4 16.0 6.2 4.7 5.1 32.0 8.0 V5 5.6 4.1 3.9 8.4 22.0 8.0 V6 4.2 13.0 17.2 8.0 V7 6.2 6.2 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 91.0 M1 8.3 8.3 16.6 9.0 M2 2.0 2.0 3.0 3.0 10.0 9.0 M3 9.0 16.4 4.6 30.0 9.0 M4 4.0 15.2 4.8 24.0 9.0 M5 5.0 3.0 8.0 9.0 M6 2.6 8.0 10.6 9.0 M7 17.0 7.0 3.0 27.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 126.2 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 14 DATE: 5/3/16 PROJECT: 22155 - 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. 0 0 0 0 0.0 0 0' V2 4723 4723 3903 13.6 347 287 0 0 0 0' 0.0 0 0 V4 5332 5332 4406 32.0 167 138 V5 4350 4350 3595 22.0 198 163 V6 3752 3752 3101 17.2 218 180 V7 2150 2150' 1777 6.2 347 287 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 v 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 20307 M1 2068 2068 1709 16.6 125 103 M2 2734 4723 7457- 6162 10.0 746 616 M3 2735 2735 2260 30.0 91 75 M4 2036 5332 7368+ 6089 24.0 307 254 M5 3236 4350 7587 6270 8.0 948 784 M6 3044' 3752 6796 5617 10.6 641 530 M7 2188 2150+ 4338 3585 27.0 161 133 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 0 0 0 0 0 0.0 0 0 38348 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 0.0 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 - Page 15 DATE: 05/03/16 PROJECT: 22155 - FOUR D CONST. SEISMIC SEIS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R" SHEAR SEIS. SHEAR SETS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 0 4369 0% 0 0 0 0 1.00 0 V2 X 4369 693 41% 1801 0 1801 132 1.00 1.00 132 0 4369 0% 0 0 0 0' 1.00 0 V4 X 4369 987 59% 2565 0 2565 80 1.00 1.00 80 V5 X 4369 678 40% 1762 0 1762 80 1.00 1.00 80 V6 X 4369 737 44% 1915 0 1915 111 1.00' 1.00 111 V7 X 4369 265 16% 689 0 689 111 1.00 1.00 111 0 43690% 0' 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0%' 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369 0% 0 0 0 0 1.00 0 0 4369_ 0% 0 0 0 0 1.00 0 200% 0 8732 M1 X 5665 240 11% 597 0 0 597 36 1.00 1.00 36 M2 X 5665 672 29% 1671 0 1801 3472 347 1.00 1.00 347 M3 X 5665 878 39% 2183 0 0 2183 73 1.00 1.00 73 M4 X 5665 730 32% 1815 0 2565 4380 182 1.00 1.00 182 M5 X 5665 689 30% 1713 0 1762 3475 434 1.00 1.00 434 M6 X 5665 972 43% 2416 0 1915 4332 409 1.00 1.00 409 M7 X 5665 378 17% 940 0 689 1628 60 1.00 1.00 60 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 1.00 0 0 5665 ' 0% 0 0 0 0 1.00 0 200% 20066 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0' 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 1.00 0 0% 0 Page 16 DATE: 05/03/16 PROJECT: 22155 - FOUR D CONST. WALL SUMMARY VaID Narrow INCR CONTR. MAX. SHEAF WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/nares w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr pit, 0 0 1,00 0 0 0 0 OR 0 V2 287 1.33 177 X + 287+ 2296 A A 2 OR 6 2x O 0 1.00 0 0 0 0 OR 0 V4 138 1.00 80 X 138 1102 S S 1 OR 6 2x V5 163 1.03 82 X 163 1307 S ' S 1 OR 6 2x V6 180' 1.00 111 X 180 1442 S S 1 OR 6 2x V7 287 1.00 111 X 287 2293 A A 2 OR 6 2x 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 0 OR 0 0 0 1.00 0 0 0 0OR0 O 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 ' OORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O O 0 1.00 0 0' 00 OR 0 41 103 1,00 36 X 103 926 S S 0 OR 0 2x M2 616 1,75 608 X 616 5546 C ' C 4 OR 8 3x M3 75 1.00 73 X 75 678 S S 0 OR 0 2x M4 254 1.13 205 X 254 2283 S S 2 OR 6 2x M5 784 1.50 652 X 784 7054 D C 5 OR 8 3x M6 530 1.73 707 X 707 4769- D B 4 OR 7 (2)2x M7 133 1,50 90 X 133 1195 S S 1 OR 6 2x O 0 1,00 0 0 0 0 OR O 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 0 OR 0 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. 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 O OR O 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 O OR O 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 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR O 0 0 1.00 0 0 0 0OR0 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 0 OR 0