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Plans (322) 4 IN v Id 47 ,9: , 1 Sal 1 � __ o W z `.. W \IS �/ ♦ U `_ o ' *K) 1 Z x 9/ % .i J�" . - . 0 ° . °418 ,_ , 0. , ...%i_ , 07 f\ 4g) 19 S I a (9 x+) SflYvvo sx o • S AS g xZ c i H 1-1 -H ti - H H —11112-.7. -.. DL.-=_Es_-_-. -_. ni-=.111 — . ' '''r '' - ' : 1 . ma in __ ._ : - - .:- — fl 7-112 .7.--_-. II =JR 7... la — , rr Z � h2M z. , I l z. � � ki � I �1 D 11:4 o _ NN ai I I IC °A cl M ' ( 250 L { W Ili N III = „ vs'`/xis.. I. Ix II ob II x�x751 • •P�I� () P z I H H III cZ2) cZ2) N c • I 4 9 ) I cZZ) . ___ it " • ` _ . — • - s-I- H ® � � �,® H 11I it 11 • N A l ri, i 1' � (e., ig m� i t >-I ®II" N T r l • II r�� I ' � I I a' H I Z°1X'b2M II ,7" ii - - -- - Z9x.b � 1 H I-I i-1 tI H H H /` -- - - - - - - •97(17 cs9Mir S X9) (HX3w sd o, 4-54- 5 a nlS q xZ i 4 sei Q5 = 1 . 1 - I 42q2- st GREEN OFFICE BLDG: ROOF NOTES 1. Connect Roof beam to 6x6 post with (1) Simpson "CC5- 1/4 -6" column cap. Connect roof beam to steel tube column with Simpson "CCO5 -1/4" column cap. See Special Details when connecting GLB to a steel beam. 2. Roof Sheathing: Mn plywood (32/16) plywood or APA sheathing. See Sheathing Schedule. 3. For connections not called out otherwise, comply with U.B.C. Chapter 23, especially Table 23- II -B -1. 4. Typical Header "H" = 5 -1/8 x 9 (24F -V4) glulam. 5. Bearing Walls: 2x6 DF -L No.2 at 16" o /c. (Average) See WALL calculations. 6. Rafters: 14" TJI /L65 at 24" o /c. Simpson "IUT314" .40 40, 038 WE oRVID: C CAM EXP. DATE: 1.1311_„ 4-2c1 Z. l c - e,� '2 13o R - 3 ROOF- : SN OW = Zs PS F (-I.- 'Dg ( p--rt ,-A 4 ) DL- = I5'P5F (af/ow MEcI4 = 10 PS F ( at/ o wiu.tc ) gAPIe2S: L = ZS � 0/2. » 17- ks(- 14- T.,11./ L• (.5 @ Z4- o l c'. o- I ess) cI c_\'- U►- tv.-ot -"A M = (5'o)(2X222 /t3 = G 0 Sb t 4. (1.15)(7b 5s) R = (5b)(22') = 1100 L C 1• I SY Y = IDov 4L (1.1S)(2.I25) GI -!EGtC- w t 1 -4'VAc i (2)(40)(22) P L- - l ( M 8 - .4 - ¢ - 1 t 7 MQX,(¢K) 48 40 + ( 2 ) 8, 800 # 4 I , t2 1, 4 4 # _ l 'ZaTAL 1g' I L. - G o". 1 -nil 0 _ C'O I I � � P �o PR .4.- fi �� hI �5 GIN s ip 1 I Ww DES t �� 9 R = (8 ( )(. �) IS1 0•;, IN 2 UG C Y 22 . ‘ .k1 EXPIRATION DATE Green Office Building - Rafters R -35 TJ- Beam^' v5.55 Serial Ser ial u be r:700111080 14" TJI® /L65 JOIST @ 24.0" o/c BEAMUSA 1001 3!7/01 8:22:15 AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 22' a All dimensions are horizontal. Product Diagram Is Conceptual. LOADS; Analysis for Joist Member Supporting SNOW Application. Loads(psf): 25 Live at 115% duration; 25 Dead SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 Parallam® PSL, PPCB 3.50" Hanger 552 / 552 / 1104 1 14.0" 2 2x4 Plate 3.50" 3.5" 548 / 548 / 1096 1 14.0" TWO Blocking Panel HANGERS: Simpson Strong -Tie Connectors® REVERSE T.F. T.F. MODEL SLOPE SKEW FLANGES OFFSET SLOPE Left Face IUT314* No No N/A N/A - Nailing: Left (IUT3141 - Face: 14 -N10 , Top: N /A, Member: 2 -N10 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1075 1075 2444 Passed(44 %) Lt. end Span 1 under Snow Roof loading eaction(Ib) 1075 1075 1598 Passed(67 %) Bearing 1 under Snow Roof loading Moment(ft-lb) 5778 5778 9155 Passed(63 %) MID Span 1 under Snow Roof loading Live Defl.(in) 0.392 0.717 Passed(U658) MID Span 1 under Snow Roof loading Total Defl.(in) 0.784 1.075 Passed(U329) MID Span 1 under Snow Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/360, TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Commercial product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Green Office Building Tim Covert P.E. Structural Engineer Craig McManus 312 NW 10th Avenue #200 Portland, Oregon 97209 (503)228 -0426 (503)228 -6639 Copyright m 2000 by Trus Joist, a Weyerhaeuser Business. TJ- Beam"' is a trademark of Trus Joist . TJI® and Paragon* are registered trademarks of Trus Joist . Simpson Strong -Tie Connectors® Is a registered trademark of Simpson Strong -Tie Company, Inc. C:ITJBEAMWAtgreen office rafters.bm 42g2 R -3c :; Face Mount Hangers - 1- Joists . i ' Allowable Loads . Joist Model Web Dimensions Fasteners DF/SP Species Header SPF Species Header Still Ga Uplift Uplift Floor Snow Roof Floor Snow Root I Size No. Reqd W H B Face Joist (133) (160) (100) (115) (125) (100) (115) (125) MIU2.37/18 — 16 23'4 17% 2y, 22-16d 2- 10d1y, 240 255 2925 3365 3420 2530 291013160 236 x 18 HU3524/30 Mfn ✓ 14 234 18 _. _ 2% 18 -16d B- 10dx1y 960 1150 2410 2775 3015 `2090 2400 12610 HU3524/30 Max ... . /_...14. -, _ 2 ... X4 _ 18___ _ 2) 24.16d 14_10dx1y 1680 2015 3215 3700 4020 2785 3200 i F x 20 M IU2.3720 — 16 23! 19r�( 2%, 24 -16d 2- 10dx1% 240 255 3190 1 3420 3420 2760 3175 3420 i MIU2.3720 . -_ j 16 - �?31e_ 19% 2J.�_.1.24 -16d _ T 2 -10dx1 240. 255 3190 3420 3420 2760 , 3175 ; 3420 234 x i HU3524/30 Min • ✓ 2 354 ! 18 2% 18-16d 8.10dx1y, 960 - 1150 '• 2410 i 2775 1 3015 ! 2090 i 2400 : 2610 22 • 30 -1-------r---- - HU3524/30 Max 14 24.16d 14.10dx1 . 1680 2015 3215: 3700. 4020 i 2785 ; 3200_ 3480 2 'X4 • 18 ly Y, ...... _8 .__ _. - - 1030 112— -- 775 890 1_1U52.56/9.5 i : 18 2% 2 _- � 8.10d I — 7 5 75 i 95 0 1 970 1 9 ' 2 1 10dx1 .' 2.10dx1 245 255 730 835 910 625 720 1 780 • 2 x IUT310 X0 Ye Yz_ l 9y : 9y, - 18 2X 9) 2 I 8 -10d 2- 10dx1% 245 ` 255 890 1020 1110 770 1 885 1 960 MIU39 16 234 8% 2)4 14-16d 2- 10dx14 240 255 1860 2140 2330 1610 1850 2010 HU 0 �✓ 14 234 8% 2y 14.16d 6- 10dx1y, 720 865 1875 2155 2345 1625 1870 2030 ; IUS2.56/11.88_Min j — _ 2 2 6 11'34. 2 - 8 -10d - 75 75 ! 895 '11030 '` 1120 1 775 890: 970 IUS2.56/11.88 Max ' I 18 2% 11% 2 10-lOd _ — 75 75 1120_1 1 1400 970 i 1115 1215 234 11y. 2 . 10.10dx1y,J _2_10dx1y,_ 245_1_255 910 T 1045 1 1140 I 780 1 895 i 975 1 2y, 1 11 I I UT312 — 18 2X4 11% 2 ! 10.10d 2.10dx 1 y, 245 255 1110 1275 I 1390 1 960 1105 1 1200 MIU311 - I 16 I 2354 t 11) I 2% 16.16d : 2.10dx1y, 240 255 2130 1 2445: 2660 ; 1840 2115 , 2300 ; HU312 ✓ ' 14 2%, . 10+,, : 2y, 16.16d 6.10dx1)6 720 865 2145 i 2465: 2680 ; 1855 1 2135 1 2320 • I 2 ; 14 2 12 -10d I 75 75 1 1345 1545 1680 1165 1340 1455 • ' IUS2.56/14 Min — 'Ye EMI IUS2.56/14 Max _ I 18 2 14 2 14 -10d — 75 75 1570 1865 1360 1560 1700 ' — 5 - 234 13% 2 14- 10dx1y, 2- 10dx1y, 245 255 1275 r '�,�4 1090 1255 1365 2y x 14 — 18 2X �© 14 -10d 2- 10dx1y, 245 255 1555 gm 1940 men 1680 MIU314 . 23( Egan 18-16d 2- 10dx1y, 240 255 2395 2755 2990 2070 2380 2590 ■ HU314 ✓ 2% 12% 18 -16d 8- 10dx1y, 960 1150 2410 2775 3015 2090 2400 2610 1 IUS2.56/16 Min _ 16 14 -10d 75 75 1 1570 1 1805 1865 1360 1560 1700 i IUS2.56/l6Max -___ _ 1 2 , — 16 2 _ — 16 -lOd I — _ .•.. — _ . _75 75 11790 1865 1865 1550 1785 ; 1865 i ly x 16 IUT316 -- - - -- — 18 ._1- 234 1 5% 2 16 -10d 2- 10dx1y 245 i 255 ' 1775 f 2040 1 2220 1 1535 ; 1765 ' 1920 - — _— -- --- - -. - - - - - - -- —• - - --'-- • ! MIU316 I 16 ! 2354 I 15 --- % , 2y, ' 20-16171 2 240 i 255 ' 2660 i 3060: 3325 i 2300 1 2645 2875 HU316 ../ i 14 2% : 14% I 2% ' 20-16d 8 960 1150. 2680 ' 3080 i 3350: 2320 ' 2670 ' 2900 2y, x 18 i MIU318 17� 2% I — 16 245• I 22.16d 2- 10dx1y, 240 , 255 1 2925 1 33651"3420 2530 2910 3160 2y, x 20 I MIU320 ✓ 16 i 2:54 19;: 2y, i 24-16d 2- 10dxty, 240 • 255 3190 ; 3420 i 3420 ; 2760 ; 3175 ; 3420 ( 2y x MIU320 ✓ 16 2354 19% 2y 1 24.16d 2- 10dx1y 240 3 3190 3420 3420 2760 3175 3420 22 - 26 l - - - - -- - -L -- - 2 9 3(4 ' 2 1 8- 10dx1y, 2.10dx1y, 245 255 ; 730 835: 910 1 625 720 780 � . 1 IUT2.68 /10 I — I 18 t- 'X4 —.... 'j— , -- . -... _._..._.. _._,_._-..- ._�._...�. 9Y. 9 )S _ I 2 'X• 9X• j 2' 8 -10d 1 2.10dx1% 245 255 ; 890 1 1020 11101 770 1 885 960 r — 2'X, 1134 2 . 10- 10dx1y, 2- 10dx1y, 245 255 910 1045 1140 780 895 975 i y. x IUT2.68/12 — ] z i 11 y. - 11�� l8 2 1134 2 10 -10d 2 -10dx1 y, 245 255 1110 1275 1390 960 1105 1200 ! m : ' 2X4 1 3% ' 2 • 14- 10dx1y, ! 2- 10dx1% 245 : 255: 1275 : 146511590 ' 1090 1255 ; 1365 236 x 14 . IUT2.68/14 18 - • 2'X 13% - 2 ! 14 -10d 2- 10dx1y, 245 255 1555: 1785 ' 1940 ! 1345 ; 1545 ; 1680 2 44 x 16 I M1U2.68/16 i I 16 2 X4 15'X I 2y I 20.16d 1 2- 10dx1y, 240 I 255 [ 3060 1 3325 1 2300 1 2645 1 2875 cc : 1 ' MIU29.2 — 16 3 )4 9 i 2)4 14-16d 2.10dxty, 240 255 1860: 2140 ' 2330 1610 ; 1850 2010 ° 0% : HU210 -2. Min __ .....3% I . 6 % 2 % 1 14_16d 6.10d 9 0 5 : 1085 1 1875 2155 1 2345 1625 ; 1870 _ 2030 14 HU210.2 Max 31"4 I 8'X4 2% 18 -16d 10 -10d 1505 1810 1 2410 2775 1 3015: 2090 i 2400 . 2610 I MIU211 -2 — 16 3Y4 11% 2% 16-16d 2- 10dx1y, 240 255 2130 2445 2660 1840 2115 2300 ' 3 x 1 16-16d_ 6 tOd 905 1085 2145 2465 2680 1855 2135 2320 a 111 y. - 11% - HU212-2 Min ____ - ./ 14 _316_ ' --. —2 1"i_ _ - - - - - 3 1 2 22.16d 10 -1Od 1505 1810 2950 3390 3685 2550 2935 3190 ' I, HU212 2 Max - . X 0°154. X 8 ' M IU211.2 16 ! 3%, 11) 2)•; 16.16d 2- 10dx1y 240 ; 255 1 2130 2445 1 2660 1840 ; 2115 ' 2300 ® 1. l.. __.. - -- - -- 8 :3 x 14 - 201 HU212.2 Min _ -... ✓ 14 i -- 3 y- -i- 10(i� - -2�:_ 16.16d 6_10d 905 ! 1085 1 2145 ' 2465 ; 2680 • 1855 i 2135: 2320 HU212.2 Max .. . 31" -_ _i0g4 ;...?%._ __22-16d 10 -10d 1505 ; 1810 1 2950 ; 3390 1 3685 ! 2550: 2935: 3190 3% x H113.31/9 Min _ _ , . / t 4 .35(4... 8'x4_ . 2)4. - _ 1a 16d r 6 -10d 905 1085 1875 2155 2345 1625 1870 1 2030 9Y. - 9K HU3.31/9 Max 2%___i_- . --_ _ d — 1505 -- — 1 3 8'� — 18 -t6d __ 1 _ _10 -tOd__ 1810 2410 2775 3015 2090 2400 2610 3y, x I HU3.31/11 Min I ✓ 14 ' 3 - • - 1074 - 2Y: 16•16d 6•1Od 905 ! 1085 2145 j 2465 2680 1 1855 y2135 2320 11y, • 11% I_HU3.31/11 Max _.._ , 335 10% 2%,_ 22 -16d ; 10.10d 1505 ; 1810: 2950' 3390 ! 3665 1 2550 ; 2935 • 3190 3 x 14 /1 3 X4 t 2% 20-16d 8 -10d 1205 1445 2680 3080 3350 2320 2670 2900 Y. HU3 HU3..3131/14 4 Min M ✓ 14 .__ 3X4 13% ___.2_%_ 26 -16d 4 12 -10d 1810 2015 3485 4005 4355 3015 3470 3770 ! 3y. x HU3.31/14 Min ; ✓ .?-X, 133 _i.- 22�t_ ;_.._ 20.16d 8_10d 1205_1_1445 ; 2680 ; 3080 ! 3350 1 2320 ' 2670 ' 2900 16 • 20 I HU3.31l14 Max ; 14 I 334 13 % ! 2)4 1 26-16d 12 -10d 1810 2015, •, 3485: 4005: 4355 _ 3015: 3470_ 3770 1.10d common nails or 16d sinkers (9 gauge x 3W) may be used 3.Uplin loads based on Douglas Fir have been increased 33% 4. MIN nailing quantity and load values — instead of the specified 16d nails at 0.84 of the table load value. and 60% for earthquake or wind loading with no further lin all round holes: MAX nailing quantity 2.16d sinkers (9 gauge x 3v.') may be used instead of the specified increase allowed. Reduce by 33% and 60% for normal and load values —fill all round and 10d commons with no load reduction. loading such as in cantilever construction. triangle holes. 67 , TJI® Joist Design Properties /Performance Plus® Web Material 1< ' Baslc,Pro ertles.;, sf'c:i: : „ = ;t. „ : ` , r: ': _, ,•: - : = ;,. ::- :.-Reactlon:Pro • ertles�!!.j!�,t!j rY. � r . s .f .;,N tK r ` -y: , ..rc° tsw f € . End d . Reactlon. Ibs 'J tertnedlate Reaction Ibs n r.. ' ;w -e.xt :,t .. ; 9" tilt : ,.,,,,....•.-, ' $ 0ti• E I�! x 10 J w r , . . F 1 1 -777..c., . I rr y �Y :. f �� 4 �'i' f . � ��� i.4 -'p �� 5�� 1 t ' t r �� �p s 1' 7F a 1� ( " ''�,�c� "C '� -L �� . � �...._..; Y � Tj t3` y t1'r33 ,4�' t .,:j t'u' / iA I ., � �II� � r � :ik:!`= . " 0st• • ; ,t Si � s - ood+�F • ` ' )r,YO• d' v 00 , i.;Beart Length . ;, earin gLength s - - Beeiing'Lengt s P:03141111%1; Length': • YJolst? #s :Nor Y om] , ea r ) :t ' ,. ea't7Yin ,•LS' ea In 3 a ' ?tWebtstlffel9snen 4WebStiffenefe`,nli Web lf+Web Stltfenere w 'Depth rplfj•: : fir -16s: r .(Ibsr , In. I AIM . -. t..(rnnbs - -,? No:i.e 1F(Yea .,rNo -. i.;Yes- ,.lNo SSYea., •; o"aeYes,.. w,`., - ';'•I• -7 ,its ., - .phi «. . it ' f r:, '. q;J, /L65 1b1`st. kg•: `r.-W. ��.k en .... _ t! i' 11W 3.4 6260 1925 459 511 553 1390 1680 1885 1925 2780 3150 3395 3765 3.7 7655 2125 678 747 801 ri9C 1680 1885 2125 2780 3400 3395 4015 16' 3.9 I :935 30 930 1014 1081 1390 1680 1885 2330 2780 352_5_ 3395 4140 18' 4.2 9835 2535 1227 1326 1405 1390 1680 1 1885 2535 2780 3650 3395 4265 20" 4.5 11040 2740 1572 1685 1775 NA 1680 NA 2740 NA 3720 NA 4385 22' 4.8 12245 2935 1967 2093 2193 NA 1680 NA 2935 NA 3720 NA 4510 24' 5.0 12975 3060 2414 2551 2660 NA 1680 NA 3060 NA 3720 NA 4635 26' 5.3 14140 2900 2915 3060 3177 NA 1680 NA 2900 1'0,0,... `; ?�.. : 1:3tW? db i 28" 5.6 15305 2900 3473 3624 3745 NA 1680 NA 2900 I0. 1 i; a ` 1 , r; •to):;: 30' 5.8 16465 2900 4089 4242 4365 J NA 1680 NA 2900 tki' 'Zel'yY' '�{'.,e li . 16' 4.7 12425 2330 1246 1343 1420 1400 2030 1885 2330 3355 3985 3970 4605 18' 5.0 13680 2535 1635 1751 1844 1400 2030 1885 2515 3355 3985 3970 4605 I; 20' 5.3 15360 2740 2085 2219 2326 NA 2190 NA 2675 NA 4145 NA 4760 22" 5.6 17040 2935 2597 2748 2869 NA 2345 NA 2830 NA 5090 NA 5710 24" 5.8 18060 3060 3172 3340 3474 NA 2345 NA 2830 NA 5195 NA 6025 26" 6.1 19680 2900 3814 3996 4141 NA 2345 NA 2900 !1 ;j je of {, 4 ao '. _;,..4- 28' 6.4 21300 2900 4525 4718 4872 NA 2345 NA 2900 ,:'I d 4l v� t et , 1 o o ' e l i I nY l i � 30' 6.6 22925 2900 5306 5507 5668 NA 2345 NA 2900 ; .� ; ,,r.,. ]o a sj,,1AQ,,•a.,• Qi, _ 'TJI ® /H90'JolstM;. j',. .s•- c.f'' l•-n -;$ 11W 4.6 9730 1925 687 751 801 1400 1715 1885 1925 3495 3810 4100 4420 .14" 4.9 11975 2125 1015 1100 1167 1400 1875 1885 2125 3495 3970 4100 4575 5.2 14100 2330 1389 1493 1577 1400 2031 1885 2330 3495 4130 4100 4735 18' 5.4 15685 2535 1827 1952 2053 1400 2031 1885 2515 3495 4130 4100 4735 20" 5.7 17670 2740 2331 2478 2595 NA 2190 NA 2675 NA 4285 NA 4890 22' 6.0 19625 2935 2904 3072 3206 NA 2345 NA 2830 NA 5195 NA 5840 24' 6.3 20810 3060 3549 3735 3885 NA 2345 NA 2830 NA 5195 NA 6155 26' 6.5 22695 2900 4266 4471 4634 NA 2345 NA 2900 4 kV, , 1 4c,101. ` ;Rl�k t t.� fojol:. 28' 6.8 24580 2900 5059 5279 5455 NA 2345 NA 2900 A kt /�� � •E +.i },e)r, t �� I,vr a 'j` j? ej.: 30' 7.1 26465 2900 5930 6163 6349 NA 2345 NA 2900 I1KC;} 9, ,.-4 Yj,1r 0 . i .: , e) The stated allowable design properties are for loads of normal duration. Adjustments to the allowable design values shall be in accordance with the applicable code. 1. Maximum Resistive Moment values may be increased 4% for Repetitive Member Usage. See page 9.7 for criteria. 2. For possible increases in shear capability see below. 3. For deflection calculation only. Assumes W plywood or other wood -based structural use panels. 4. Interpolation between bearing lengths and joist depths is permitted for allowable design reactions. 5. The minimum bearing length is permitted to be reduced for joists supported by hangers if supplemental nail attachment is provided to the web stiffener. 6. Allowable bearing lengths have been determined based on Trus Joist MacMillan products. Allowable bearing on supporting members shall be checked. 7. 1 :ot :;- areas indicate 5W and T bearing lengths at intermediate reactions. 8. Refer to page 9.3c for web stiffener details. TJI® Joist Shear Design When joists are used as simple -span members, the design shear is equal to the shear at the face of the support. When joists up to 24" In depth are used as multiple -span members, the design shear is the calculated shear at the interior support reduced by the following: R= W 818% 19.25 I, tnrnere: R is the percent reduction W is uniform load in plf 9.2c REV. 5/99 W . 2 1 &. 1 81 5 R - RooF rf f - (e D • R2Ame) I n SIM ?son! '� - YI4A2I3 e. 614 c 64 Fu U. - Pr STv 0 • �4GI -4 nn'' S / ipson) " 1-1,q 2►8 -Z'` e 'V ,5 - 2x , ft pl_Nwoop . AS S14o (...1 t.) . . I ii ii ki : - ... i 'ice/ S 1 " MIT31 4 I( she I < ALso I r a I , 14 J z s b (o @ Z4-"of. @ �- �t zq - x 62. "o(G (sioE. FgAME) ( Ls ci Li �St OE DF G� ��ll►.1c.) , , c\Ep PROFF OREGON ✓G`y22 \ 911 T ./MCCVEP !EXPIRATION DAT ;: • IN9 bxizt'i (9004 • vru.s X 2 •1H i-19 I ,i.IZid4-11.0 c Nio$'dWI$ • Qooli )1d „Zli (5 ' ?kL 4 i a) 5Vr1 J1 Q N , vL9 a X00 ?1