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Report (41) 73 L9 7 LL SE Washington St Suite 212 ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS March 26, 2015 DECEIVED MAY 11 2015 Mascord Plan: CITY OF TIGARD 22155 - Four D Construction BUILDING DIVISION Medallion Meadows - Lot I 1 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 Rowell EngineeringC�`' Project Number: 8367P r 150099 ., 0 Zco lb ,A� . 2 �� Ne T. R0 EXPIIP M: DEC_ 31, EXCLUSION OF LIABILITIES 1.DISCLAIMER AND RE'LE'ASE 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-1-0 ANY NONCOM PO RMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHI I-HER 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.TI-IIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 �-� - — III I�l II 1! Ik I i klo � � � I� I: i. d�t7II- �■� - 21.6 a IJ, F P19 _. >;- LJ� If�tJL1 JU U�� U JU 1 M1 22155 - ELL i�-)oN -{=v,,L\.TION _ �� ROVIGIN O� I�GIiJEER11dG on r r ov�ei�. s•i. 9C:-__ :Ire'- I Crv�L- SY r.VCYU�oL E'.G��•EErvS •r••biDr bi.[li SiE �J ].6Nt >Oa 1��enDwDr •r)p rc.r5D31`>.6r[. Page 2 V2 V4 B . ■ ,��� \� ■ 14.8 IN, l4m-- •_=C- 77t -11=1 I rp] MEER -- M2 M3 M4 i 22155 7,>IG} T EL,—EV/—\.T�0N RGE ,..,:•.. ,],>„•. _.. ___.E ,��e• . �•_�• �� NCINGINEERING CIV1l.- STRUCi' LL CNG—CC-S M5 S[ w.S41W 5]a:Ct Si[ T] h..50]1 TS,4]9T C e011 r.4KJ.~M )TT6 rL.15o]I]Sa.416. � Page 3 VS V6 V7 -- ------ -- ---moi% �\'.. Ul- LL=E:llm UrAl lu Mliff-MRH MER mul 511SUMM tt.e ■ -- - I l I I M5 M6 M7 i 22155 �— —_— pp R ENGIN �•� � \��• ( ��\I p❑ ENGINEERING nq•�xv oS�>!i„ Su. 5=4LE Ira' i•G' Civ IL� Si nVCTVI�nL GI�GIe�C Cry �O'i)c Yl h+4•es G)cn srgt[1 sIl ]) r'DA.t e•.0.c !)]W •s•IicS>c+.6:41] Page 4 FEI I EI 22155 LI-r--T ELFMATION DO ENIGINPOWELL EJO EEPING C Vf- STOUCIV-L ,ft, . 11-1 I-L.Itl 0 ' Page 5 DATE: 03/26/15 PROJECT: 22155 - Four D Construction WIND LOADS LUAU AREAS FROM GAD LINE LOAD mean roof height, h P�ftt least horizontal dimension, b = V2 25 83 97 109 4723 0 0 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V4 31 102 138 66 5332 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' = 3 ft 0 0 0.04b= 1.4 ft 0 0 max = 3 0 0 a = 3.5 ft 2a= 7 ft 0 0 01 0 roof rise, y=1 10 1 321 93 2068 roof run, x = 12 2 751 9 57 2734 arctan(y/x)= 39.81 DEG 3 159 2735 M4 68 33 2036 A= 21.6 psf M5 71 99 3236 B = 14.8 psf M6 1771 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 10 0 0 0 0 0 0 0 0 I 0 0 0 0 ' W f, Page 6 0 � O5 o F-I < FN—•INTEFICG 5�E—C UJLLS SC RCCF SSE-1-11Y,SEE TTP INtc QICR RCC' CEIGIL5 t t ► (i---- -- -------- C. ----------- --_- __ 1 < Al G'K. 7 �C. J ILII V E I i 22155 �OVJELL �1-'�C'.�� i�Q�'� ���.I�I ❑0 _ ENGIh1EERINIG on..•.v c).>E[c sv. _..^_GLE :1/?' 1'-G' / / / CIVIL- STRUCT—AL E---EAS IOSfO 5[wwS�:.410x SI+Ft(5[[ Y) >n I>0.11)Sx.fiM) oOPll b.Oo 9:N6 rc.IS�JI)N•fiifil Page 7 n4 < A\l E17. - .:; 4' --Tqo�t I-,EQ5Ec.11* VO WLLL N1 N1 cr--- 11 41> C--E 0 140 ................................................................................................ ............................................ H N1 iiT -RAP S, OR De;ST- It> 'S,v 3, EY-E.'C S-Flc l`-,Er5ECTN6 titAL'-J L . 55IINI ROWELL.221 \ - � DE ENGINEERING .1. S=-'LE I/F' C—L. 00 a) co d • SHEAR WALL SCHEDULE • (1) 2X D.F. studs max. 16'O.C. • HOLDOWN SCHEDULE • IIIIIIIIIIIIIIIIIIIIrSHIMC ZONB D (2) Anchor bolts to be VO}-bolts w/min. 7'embedment Into MARK SIMPSON FASTENERS CAPACITY APA RATED PLYWOOD OR ORENTED STRAND BOARD (1) concrete. Secure with BP 9V-3 or BPS Iy-3. (S) MODEL# (13) (LBS.) NOTES FASTENERS(3),(5),(8),(7) SOLER SILL PLATE wBPS V-3 requires an additional std. cut washer. No Connect btm.plate to ALLOW holdon floor pt/dm/bm/blkg. N/A PANEL MARK NAILING AB NOTES LOAD (3) Intermediate studs nailed O 12"O.C. required w/16d O 4'O.C. THICKNESSTYPE O PANEL 16d SIZE SPACING EDGES SINKER (2) (4) Framing O adjoining panels to be 3x nominal or wider. CMST12 x (7)led common 1,500 Fn aWh,alent optl-., w/na0en ing staggered. I 36' Long nage at each d. em(Ip) 8 74e 0.13t (5) 0.131'0 X 2Ys F. RH P-nag may be replaced with 16 16d common or O x � 6' O.C. 6" O.C. 2X 48' O.C. 0.131"0 X 21¢' common nail or 0.113'0 X 2')'hot dip or CMST12 x nags at each end. 3,430 For ewi Gent optlam 1%.' F.RH.P-NAL tumbled galvanized box nail. 2 48" Long sw(11) 0.148.0%3'F. RH P-nag may be replaced with 0.148►% CMST12 x (22)16d common 7 (6) nags at each end. 4.700 For egjW-t optics, r(e ,w 3'common nail or 0.128 O%3'hal dip or tumbled 60' Lon A or 0.131 P•2W 4" O.C. 4" O.C. 2X 46' O.C. vI galvanized box nag. 9 see(12) 1%27F.RH.P-NAL .35U W (7) "F.RH. P-nail'- designates a full round-head power nail. CMST12 x (29)16d common 4 72" Long nags at sato ane. 5,210 7461­­ (B) Minimum 4X6 post O each end. or 0.131 l,.2)S' 2" O.C. 3" O.C. 2X 13" O.C. see (4) A _ O Mddown8 occur20 each end of eooll sheorwWl h losten CMST12 x (39)16d common 1'%2 F.RN.P-NAL 3X 34' O.C. Z (9) to min. double 2X studs. Wall sht'g. shall be edge nailed 90" Long nags at each end. 8.350 to each holdown stud. Retrom Mth HTT5 H /(g 2" O.C. 2" O.C. 3X 9' O.C. see 4 (1l, CMST 14%38'L w/(8) 16d common each end. STHDI4RJ (30)18d sinkers. 3,280 apdiinq of eanorate walls yo�r 0.131 C x 2W ( ) )MST 37 w/(10)16d common or sinker each and. 1732" F.RH.P-NAL 22' O.C. MSTC40 w/(14)l6d sinkers each end. o,* E�1,,halenl optbn 3(s* CMST 14 X 60"L w/(22)16d common or sinkers each and. HTT5 (26)16d sinkers 5,090 w-1m SDs W x or 0.131 (11)MST48 w/(t6)t6d commons O each end. SB%x24 7X1 seers. 1%,• i x 2)f' 3" O.C. 3" O.C. DBL 2X 20' O.C. see (4) 9$0 MSTC52 w/(22)16d sinkers each end. F.RH.P-NAd 3X 20" O.C. gy$0�U MYL 3 2x or 6x. EA. SIDE (12)CMST 14 X 72'L w/(29) 16d common or anken each end. HDU-8 (2D)��+x 2 7,870 Mtn slam nailed t ther �s MST60 w/(23)16d common each end. screws.S836c24 'O or MSTC66 wA32) 16d sinkers each end. (�)SDS Yi X 2$'screws. •/t8d etdur o e'o.c 0.131 l,x 2x' 2' O.C. 2.5' O.C. 3X 16' O.C. seexe t raq'd F.RN.P-NAd (4),(8) )( ) (13) P p HDU-11 w/A307 threaded roe A.S.A I'S2• 4,8 Use SSTBL In loco of SSTB where 3x or dbl. 2X isles /Zy'xyj'x4i'plate or BPI 9,535 30%3(1%12 deer In.lt4 EA. SIDE occur. btwn.(2)nate Mx la'ftg. req d.O ea.anMar baH. embe0. (14)May use an HHDO14 in place of HDU-14. (]0)SDS y.'X 2)j'screws, 1'e A307 threaded rod A.S. 6%g poM req'd. 1 0.148 o x 3' 2' O.C. 2" O.C. 3X 13' O.C. see HDU-14 Heavy hex nut reed. F 2 F RH P-NAL (15)3X plate required where shown on foundation plan. w/2Y:x21j'x 'plate or BPI 14,445 36%38X12'deal,mh fig. EA. SIDE (4),(8) see(14) btwn.(2)nuts Nin la'Rg r4d.O so.anchor bat Page 9 -- DOUBLE 2 X 4 OR ro FRAMING e LOCATION OF HOLDOWN. III HOLDOWN SEE SCHEDULE II II _ t1 � - -i— i-II I� - - I III i I II I Q THREADED ROD APl z A RATED IIII 5HE,4 HIND { Cl SLEEVE NUT BOLT SPLICE I I - "SIMPSON" STAB 5OLT (SEE I #4 BAR SCS-4EDULE) U lJ CONCRETE FOUNDATION k4OL D OUi N XT - SCALE: 3/4" = 1'-O' HD-EXTEN DRAWING NOT TO SCALE DRAWN e T - J.1'. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST ITE 212 PH 15031 254-6292 PORTLAND, OR 97216 FAX 15031 254-6761 _MIN. H/3.5�!� Page 10 —TI— T —T——17 — SIMPSON 'MSTA3%' EA. SIDE, (4)-TOTAL I'I 2X CRIPPLE WALL OVER J. L_ J _ __ I HEADER, W/ 11112" SPLICE -- — — -- ---m JOINT W/ CONT.NAILING: HEADER (CONTINUOUS) - —————— CONT INUE HEADER TO BLDG. CORNER d Z NAIL SHEATHING TO HEADER W/ 0.148'0 X Q I'. 21/4" F. RH. P-NAILS g W 3" O.G. BOTH WAYS EE �• 0 C ,Ai�AC f— (OR OTHER OPEN'G) = W W t =I) 15/32' APA-RATED SHTH'G = FROM SINGLE SHEET, FASTENED PER SHEAR = Q) SCHEDULE SPECIFICATIONS AND NOTES W --1•I BLOCK ALL PANEL EDGES Q PER SHEAR SCHEDULE WSPECIFCAT IONS e NOTES I kE5,4fR 00 GRADE Z Z LII LI SEE SHEAR SCHEDULE AND w III NOTES FOR HOLDDOWN SPECS PANEL WIDTH l i LI °3 TIES • II II II II II 16 �� _ II II � Q-----0) 03 TIES II u II u 11ID ---- 10" O.C. 11 nI PLAN VIEW OF (3)«5 ii II ii STEM WALL EACH SIDE I II II 4" CONC. SLAB II II II II II II II II II it II II MIN. 12'x12' CONT. ^5 RESAR W/24' HOOK FOOTING 6 GARAGE TOP d 50TTOM o CORNERS DOOR W/ (4)04 CONT. 12 N,4121;;,)OUJ &+DEAF, FANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 _���WFEFLJL. T -CIVDFzAIUN 5T - CIVIL— IL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHING70N ST STE 212 PH 15031 254-6292 PORTLAND, OR 97216 FAX- 15031 254-6761 Page 11 EDGE NAILING (2) 2x OR LARGER EDGE NAILING— DEF'ENDINGz ON H.D. LARG=EST OF THE (2) H.D STRAPS g CORNER 222Z 0 LARGEST OF THE (2) (2) 2X OR LARGER H.D'S 9 CORNER (DEFENDING ON H.D.) 9 FOUNDATION e UFFER FLOOR C01"f� IN�D �O�DOI,�J --ORN�R DRA.UINC; NOT TO &GALE VAG30M�C�L�L� DRAIUN 5T - J.1'. CIVIL- STRUCTURAL ENGINEERS DATE 02-23- I1 10570 SE WASHINGTON ST STE 212 PH 15031 254-6292 SC/ PORTLAND. OR 97216 FAX. 15031 254-6761 Page 12 DATE: 03/26/15 PROJECT: 22155 - Four D Construction ver012208 DESCRIPTION: 2012 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE -2012 IBC BY: S A WIND S 100 Adjustment Factor for Building Height A = 1.00 EXPOSURE: B Increase 110/13 wind loads by 0.83 SEISMIC CAT: D to obtain 100/13 (SDs--2/3 SMs) 0.850 1.2SDS 1.02 7-1 R: 6.5 snow load = 30 A upper: 1681 mean roof height, h = 0 ft A main: 2279 A lower: 0 V=1.2SDSWDL/R ASD Load Combination =V/1.4 wog ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILIW= 15 1681'---722-15 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 i 101 1 280 28001 4391 314 BRICK 40 0 0 0 0 TAL 50545 7932 5665 LOWER FLOOR 15 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 100 0 0 0 INT. WALLS 8 0 0 0 0 WALLS ABOVE 11520 1808 1291 DECK 10 0 0 0 BRICK 401 0 0 0 0 TAL 1152011808 1291 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Shear wall Load (plf) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type 260/260 1 1500 CMST12X36" 6 2684 STHD14RJ A 350/350 2 3430 CMST12X48" 7 5090 HTT5 B 600/600 3 4700 CMST12x60- 8 7870 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 8350 CMsT12x9o- 10 14445]_ HDU-14 E 1280/1280 ? 4-14446 to high F 1540/1540 i r Page 13 DATE: 03/26/15 PROJECT: 22155 - Four D Construction WALLS AD WALL , FT. LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 72 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 75 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 1 8.3 8.3 16.6 9.0 92 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: 3/26/15 PROJECT: 22155 - Four D Construction WIND 110 1001B SHEAR ADJ. <= 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 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 01 0 0.0--UT-0- 0 00 20307 1 2068 0 2068 1709 16.6 125 103 M2 2734 4723 7457 6162 10.0 746 616 M3 2735 0 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 01 0 0 01 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 01 0 0 0 0.0 0 0 01 01 01 01 01 0.01 0 0 20307 38348 0 0 2068 2068 1709 0.0 0 0 0 0 7457 7457 6162 0.0 0 0 0 0 2735 2735 2260 0.0 0 0 0 0 7368 7368 6089 0.0 0 0 0 0 7587 7587 6270 0.0 0 0 0 0 6796 6796 5617 0.0 0 0 0 0 4338 4338 3585 0.0 0 0 0 0 0 0 0 0.0 0 0 j 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 01 01 0 - 01 01 0.0 0 0 01 01 01 01 01 0.01 0 0 38347.8 38348 i' Page 15 DATE: 03/26/15 PROJECT: 22155 - Four D Construction SEISMIC AL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-BL-R SHEAR SETS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 0 4369 ---Or/.- 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 6891 111 1.00 1.00 111 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 0 4369 0% 0 0 0 0 1.00 0 200% 0 8732 Ml X 5665 240 11% 597 01 0 597 36 1.00 1.00 36 M2 X 5665 672 29% 1671 01 1801 3472 347 1.00 1.00 347 M3 X 5665 878 39% 2183 01 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 1 5665 378 17% 940 0 689 1628 60 1.00 1.001 60 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 5665 0% 0 0 0 0 0 1.00 0 0 1 5665 0% 0 0 0 0 07-1-00 0 200% 8732 --2-076-6 0 1291 0% 597 597 0 1.00 0 0 1291 0% 0 0 3472 3472 0 1.00 0 0 1291 0% 0 0 2183 2183 0 1.00 0 0 1291 0% 0 0 4380 4380 0 1.00 0 0 1291 0% 0 0 3475 3475 0 1.00 0 0 1291 0% 0 0 4332 4332 0 1.00 0 0 1291 0% 0 0 1628 1628 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 L0 0 1291 0% 0 0 0 0 0 1.00 0 0 1291 0% 0 0 0 0 0 1.00 0 1 1291 O%i 01 01 0 0 01 1.00 0 0% 20066 20065.5 '.•- � � � ' • � _ L'L�`i�V • • �• • ©© ®® • �� �� ������_ � s � -