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Specifications (31) 6U6V)l 1,/~ � c3UsJGt, ish5�. Date: 1/19/15 Project: Athleta 4642 - Calc. By: 1/19/15 Location: Portland , OR Pro'. No.: MEI 15014 Client: Chipman Desi•n Architecture, Inc. Carmel,Indiana Ailt Page(s) Description Structural Calculations for the storefront and Partition walls RE-CEIVEP JAN , 7 'alb 1'1'Y OF"M'1UARL UUILOIN6 DIVISIONS Certified By: 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 s�F JCTUR,1� P: 317-580-0402 ,�,ED P8Opes F: 317-582-0766 c, �NGINEF'9 sio www.mccomaseng.com ° 89689PE 0 `y OREGON >:° • Zgi- '90 AIRY 20' o�'' °A/EY MoG� g4ki tcLP Page 1 of 18 Date: 1/19/15 Project: Athleta 4642 - Calc. By: SMA Location: Portland , OR Pro.. No.: 15014 Client: Chipman Design Architecture, Inc. Carmel,IndianaASCE 7-10 ASD Level Loads Roof Areal Main Chapter 26 General Requirements Risk Wind Exposure Enclosure Bldg.Length Bldg.Width Mean Roof Roof Category Speed Category Classification East-West North-South Roof Ht. Type Pitch Vult L B h II 110 mph C Enclosed 550.00 ft 450.00 ft 30.00 ft Gable 0.25 in Topo Low-Rise Parapet Roof LFRS Damping Factor Building Elevation Overhang Ratio,I3 None Yes None No Other LFRS 0.05 Directionality Internal Roof App.Natural Height/ Structure Gust Factor Gust Factor Use Gust Factor=0.85 Factor Pressure Angle Frequency Least Width Type North-South East-West N-S,GL E-W,Gb Kd GCpi na <=4 GL GB No _ No 0.85 0.18 1.19° 2.500 0.07 Rigid 0.80 0.81 0.80 0.81 Structure Simple Torsionally Hurricane Glazing Wind Speed Load Combo Shape Diaphragm Regular Prone Imp.Resist. VASD C46, Regular Yes Yes No No 86 mph ASD Chapter 27 Directional Procedure-MWFRS ASCE 7-10 ASD Level Loads Height ' t qz Windward Leeward Combined Windward Leeward Combined 15 ft 0.85 1.00 MEM 11 psf 3 •sf Eg''.� 11 psf 3 psf mum 20 ft 0.90 1.00 14 psf 12 •sf 3 psf 15 psf 12 psf MEM 15 psf 25 ft 0.94 1.00 ®''� IET111111EMEQIMIIIMIII 30 ft 0.98 1.00 IMEIMMIEBTIMMEIMIKEIMIIIKETEMINEIMINIKIMI Mean Roof Height Pressure, qhs 15 psf I Side Walls (E-W)I -11 psf I Side Walls (N-S)I -12 psf 27.4.4 Roof Overhangs-MWFRS Pressure None _ 27.4.5 Parapets-MWFRS Elevation Kz Kzt qp Windward Leeward None - - - - - 27.4.7 Minimum Design Wind Loads-MWFRS Method Walls Roofs Open Roofs ASD 10 psf 5 psf 10 psf 010002 PIF 7-10 V1.0 Athleta Portland OR.xlsx P?f1U1f 518 Page 1 of 4 Date: 1/19/15 Project: Athleta 4642 - Calc. By: SMA Location: Portland , OR Pro'. No.: 15014 Client: Chipman Desi•n Architecture, Inc. Carmel,Indiana AtillIktik ''i `. }.'. '.z'' z Chapter 27 Directional Procedure-MWFRS Roof Loads ASCE 7-10 ASD Level Loads East-West Wind(B Direction) North-South Wind(L Direction) o. 60-450 ft -6/1 30-60 ft o -9/1 L 0-15 ft 15-30 ft 30-60 ft 60-550 ft c Flat -14/1 -14/1 -9/1 -7 u /1 m 15-30 ft -14/1 Flat 0-15 ft -14/1 L=550 ft 15 psf a 15 psf L=550ft North North Chapter 27 Directional Procedure MWFRS Wall Loads(Combined Windward+Leeward) I East-West Wind(B Direction) North-South Wind(L Direction) O psf O psf O psf O psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf 0 psf O psf O psf O psf O psf O psf O psf 30 ft 16 psf 30 ft 16 psf 25 ft 15 psf 25 ft 16 psf 20 ft 15 psf 20 ft 15 psf 15 ft 14 psf 15 ft 15 psf 0 psf 5 psf 10 psf 15 psf 20 psf 0 psf 5 psf 10 psf 15 psf 20 psf 010002 PIF 7-10 V1.0 Athleta Portland OR.xlsx Pi11$ Page 2 of 4 Date: 1/19/15 Project: Athleta 4642 - Calc. By: SMA Location: Portland , OR Pro'. No.: 15014 Client: Chipman Desi•n Architecture, Inc. Carmel,Indiana Alllit y :;. ,,. .r.,, ',": 71 : Il e .7.17-. .a 1 e ,-" y rr>1 r: Load Factor ASD - Wind Exposure Mean Mean Roof Height Gust Factor Gust Factor Internal Speed Category Roof Ht. North-South East-West Pressure V MWFRS=C h Kd Kh Kzt qh GL GB GCpi 110 mph C 30.00 ft 0.85 I 0.98 I 1.00 I 15 psf 0.80 0.81 0.18 Enclosed 30.2.2 Minimum Design Wind Pressure=+/-10 psf ' , s I• ,„ „,4, s ' r:` Figure: 30.4-1 30.4 Part 1: Low Rise Building Location Span Trib Width Eff.Area Zone Pressures(psf) 4 5 r Unit Pressure 1 sf 18/-20 18/-24 Storefront 14.00 ft 1.33 ft_ 65 sf 1 16/-18 a 16/-20 (Th ah 1 - 1 - S J 1 - , <4'''' c- AST. - - a= 12.00 ft r �r�r r f r •e ® F `,,I�, , ff MWFRS Roof Angle=1.19 I 30.4 Part 1:Low Rise Building Main Roof I Angle I Zone Pressures(psf)-Fig. 30.4-2B - Gable/Hip 7°<8<=27°1 26.00° 1 1,2,3 I -1 I -2 I -3 I - I -2oh I -3oh Span I Trib Width I Mean Roof` 7/2 ; -9/-15 ; -15/-20 ; -27/-32 T - T -30/-35 ; -34/-40 20.00 ft I 5.00 ft ; 25.00 ft I • IAngle-r r I I I I I I I I Span Trib Width Mean Roof I I I 1 1 ' 1 , I I 1 Angle It 1 + I I I I i 1 1 Span I Trib Width 1 F Mean Roof: 1 F I 1 i I T -r 1 I 1 1 1 1 , A. Angle 1 , 1 1 I 1 1 I I i -1 T r 1 1 1 1 T T 1 7- 1 Span I Trib Width I Mean Roof I 1 1 1 rt ► ♦ y y- T I 1 I I , i i i i ,1- Angle F 1.1 1 I I I I Span I Trib Width I Mean Roof I I I I ;- I 1 1I 1 I 1 L i ; J i LI. 1 1 I 1 1 1 See Tab Fig. Wind C&C Roofs”for Zone Diagrams Zone Roof C&C Pressures (psf) Based on 1 Square Foot Area Location Mean,qh 1,2,3 -1 -2 -3 - -2oh -3oh Main Roof 15 psf 10/5 -11 /-16 -23/-28 -36/-41 - -30/-35 -52/-58 I I I j I 1 1 1 I I I I I I I I I I I , 1 , I I I I 1 1 1 1 , I I I 1 1 I 1 1 1 I I I I 010002 PIF 7-10 V1.0 Athleta Portland OR.xlsx Pff'1il81518 Page 3 of 4 Date: 1/19/15 Project: Athleta 4642 - Calc. By: SMA Location: Portland , OR - Pro'. No.: 15014 Client: Chipman Desi.n of ,Architecture, Inc. Carmel,Indiana Allik ,,6ne as I. Zip Code Risk Category: II Normal Risk Stories 1 Importance Factor, le: 1.00 Diaphragm Type Flexible 5%Damped Response Site Coefficients Spectral Response Structural Site Short Per. 1s Period Tab. 11.4-1 Tab. 11.4-2 11.4-1 11.4-2 11.4-3 11.4-4 Height Class 0.2s Ss 1.0s S1 Fa Ft/ Sms Sm1 Sds Sd1 30.00 ft D 0.976 0.425 1.110 1.575 1.083 0.669 0.722 0.446 Seismic Force-Resisting System (SFRS) B. Building Frame Systems 3. Steel ordinary concentrically braced frames Table 12.2-1 Design Coefficients and Factors 12.6 12.8-1 Overstrength Defl.Amp. 12.3.4 Response Seismic Analysis Base Factor Factor Height ASCE 7 Redundancy Modification Design Cat. Procedure Shear, V S20 g Cd b Limit C Detailing Section p R d SDC ELFA 22.2%W 2 3.25 35 ft 14.1 1.3 3.25 '`:0 ; Footnotes from Table 12.2-1: a Response modification coefficient,R,for use throughout the standard.Note R reduces forces to a strength level,not an allowable stress level. b Deflection amplification factor,Cd,for use in Sections 12.8.6,12.8.7,and 12.9.2. C NL=Not Limited and NP=Not Permitted.For metric units use 30.5 m for 100 ft and use 48.8 m for 160 ft. d See Section 12.2.5.4 for a description of seismic force-resisting systems limited to buildings with a structural height,hn,of 240 ft(73.2 m)or less. g Where the tabulated value of the overstrength factor,f1O,is greater than or equal to 2%,DO is permitted to be reduced by subtracting the value of 1C • j Steel ordinary concentrically braced frames are permitted in single-story buildings up to a structural height,hn,of 60 ft(18.3 m)where the dead load Long-Period Structure 11.4.5 Design Response Spectrum Transition Period TL Ta To Ts Ct Structure Type(Table 12.8-2) Fig. 22-12 (12.8-7) 0.2Sot/Sos Sot/S os Tab. 12.8-2 All Other Structural Systems 12 0.256 0.124 0.618 0.02 0.800 0.700 0.722 \\\ 0.600 0.500 0.446 0.400 0.300 0.289 0.200 0.223 .'".. ,-0.149 0.100 0.112 0.000 O V 00 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ti .. 0 00 O 0 0 O O •O 0 O 0 N0 O O O O 0 0 0 .ti .--I .--I .--i eti N N N N N m m m M m V 010002 PIF 7-10 V1.0 Athleta Portland OR.xlsx Pffffi,5181518 Page 1 of 4 Date: 1/19/15 Project: Athleta 4642 - Calc. By: SMA Location: Portland , OR • Pro'. No.: 15014 Client: Chipman Design Architecture, Inc. Carmel,IndianAilit a Table 12.3-1 Horizontal Structural Irregularities la lb 2 3 4 5 Torsional Extreme Reentrant Diaphragm Out-of-Plane Nonparallel Torsional Corner Discontinuity Offset System Table 12.3-2 Vertical Structural Irregularities 1a 1b 2 3 4 5a 5b Stiffness Extreme Weight Vertical In-Plane Weak Extreme Soft Story Soft Story (Mass) Geometric Discontinuity Story Weak Story 12.3.3.1 - - - Section Check is OK 12.3.3.2 Section Check is OK 12.3.3.3 - Section Check is OK 12.3.3.4 - Section Check is OK Seismic Load Combinations 12.4.2.3 Strength Design Seismic Load Combinations (12.4-1) E=Eh+Ev E=1.3 Qe+0.18 D 5 1.344D+ 1.3 Qe+ L+0.2S (12.4-2) E=Eh-Ev E=1.3 Qe-0.18 D 7 1.044D+ 1.3 Qe (12.4-3) Eh=pQe 1.3 Qe (12.4-4) Ev=0.2SosD 0.18 D 12.4.2.3 Allowable Stress Design Seismic Load Combinations (12.4-5) Em=Emh+Ev E=2 Qe+0.18 D 5 1.101D+0.91 Qe (12.4-6) Em=Emh-Ev E=2 Qe-0.18 D 6 1.072D+0.683Qe+ 0.75L+ 0.75S (12.4-7) Emh=00Qe 2 Qe 8 0.499D +0.91 Qe 12.4.3.2 Strength Design with Overstrength Factor i2 E= Seismic Load Effect 5 1.344D+2Qe+ L+0.2S Eh= Effect of horz.forces 7 0.756D+2Qe Ev= Effect of vert.forces Emh= Seismic load effect including D 12.4.3.2 Allowable Stress Design with Overstrength Factor f2 Qe= Effects of horz.forces from V or Fp 5 1.101D+ 1.4Qe 6 1.076D+ 1.05Qe+0.75L+0.75S • 8 0.499D+ 1.4Qe 010002 PIF 7-10 V1.0 Athleta Portland OR.xlsx PWf'1U158 Page 2 of 4 DATE: 1/20/2015 SECTION DESIGNATION: 6005162-43 [33] (2) Boxed Input Properties: Web Height= 6.000 in Design Thickness= 0.0451 in Top Flange= 1.625 in Inside Corner Radius= 0.0712 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data -Simple Span Header/Beam Span 9.50 ft Deflection Limit L/360 Dead Load = 130.0 lb/ft DL Multiplied by 1.00 for Strength Checks Live Load= 50.0 lb/ft LL Multiplied by 1.00 for Strength Checks Wind Load =40.0 lb/ft WL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Deflection Checks Check Flexure Flexural Bracing: KyLy=24.0 in Cb= 1.00 Iyy(Box) = 1.608 inA4 J (Box)=3.587 inA4 Lu = 973.3 in Mmax=2482 Ft-Lb<= Ma=2780 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.295 in Deflection Ratio= L/386 Check Shear Vmax= 1045 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va=2831 lb>=Vmax Check Web Crippling Rmax= 1045 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra= 518 lb< Rmax, STIFFENERS REQUIRED Page 7 of 18 DATE: 1/20/2015 O SECTION DESIGNATION: 6005162-33 [33] (2) Boxed Input Properties: Web Height= 6.000 in Design Thickness= 0.0346 in Top Flange= 1.625 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data-Simple Span Header/Beam Span 7.50 ft Deflection Limit L/360 Dead Load = 80.0 lb/ft DL Multiplied by 1.00 for Strength Checks Wind Load = 140.0 lb/ft WL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Deflection Checks Check Flexure Flexural Bracing: KyLy=24.0 in Cb= 1.00 lyy(Box) = 1.244 inA4 J (Box) =2.773 inA4 Lu= 972.4 in Mmax= 1547 Ft-Lb<= Ma= 1901 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.148 in Deflection Ratio= L/608 Check Shear Vmax= 825 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1276 lb>=Vmax Check Web Crippling Rmax= 825 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length= 1.00 in Ra= 306 lb< Rmax, STIFFENERS REQUIRED Page 8 of 18 DATE: 1/20/2015 SECTION DESIGNATION: 6005162-33 [33]Single Input Properties: Web Height= 6.000 in Design Thickness= 0.0346 in Top Flange= 1.625 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data-Simple Span Wall Height 25.00 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax= 521 Ft-Lb<= Ma= 951 Ft-Lb &Ma(distortional) =789 Ft-Lb K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 1.108 in Deflection Ratio= L/271 Check Shear Vmax= 83 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va=638 lb >=Vmax Check Web Crippling Rmax= 83 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra= 153 lb>= Rmax, stiffeners not required Page 9 of 18 DATE: 1/21/2015 O SECTION DESIGNATION:400S162-43 [33] Single Input Properties: Web Height= 4.000 in Design Thickness= 0.0451 in Top Flange= 1.625 in Inside Corner Radius= 0.0712 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width= 1.500 in Punchout Length = 4.000 in Wall Solver Design Data-Simple Span Wall Height 25.00 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax= 521 Ft-Lb<= Ma= 686 Ft-Lb &Ma(distortional) = 712 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection=2.227 in Deflection Ratio= L/135 Check Shear Vmax= 83 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1739 lb>=Vmax Check Web Crippling Rmax= 83 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra=274 lb >= Rmax, stiffeners not required Page 10 of 18 DATE: 1/21/2015 O SECTION DESIGNATION: 362S162-33 [33] Single Input Properties: Web Height= 3.625 in Design Thickness= 0.0346 in Top Flange= 1.625 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data-Simple Span Wall Height 20.00 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax= 333 Ft-Lb<= Ma =441 Ft-Lb &Ma(distortional)=452 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 1.476 in Deflection Ratio= L/163 Check Shear Vmax=67 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1024 lb>=Vmax Check Web Crippling Rmax=67 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length= 1.00 in Ra= 165 lb >= Rmax, stiffeners not required Page 11 of 18 • DATE: 1/20/2015 SECTION DESIGNATION: 362S162-33 [33] Single Input Properties: Web Height= 3.625 in Design Thickness= 0.0346 in Top Flange= 1.625 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Ceiling Solver Design Data-Simple Span Joist Span 4.00 ft Deflection Limit L/360 Joist Spacing 16.0 in Dead Load =26.0 psf DL Multiplied by 1.00 for Strength Checks Live Load = 26.0 psf LL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: Mid-Pt Cb= 1.30 Fe= 372.5 ksi Fy= 33.0 ksi Fe>=2.78 Fy Fc= 33.0 ksi Sc= 0.268 inA3 Sf= 0.304 inA3 Mn =736 Ft-Lb Mmax= 139 Ft-Lb<= Ma=441 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.025 in Deflection Ratio= L/1954 • Check Shear Vmax= 139 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1024 lb>=Vmax Check Web Crippling Rmax= 139 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra= 165 lb>= Rmax, stiffeners not required Page 12 of 18 McCOMAS ENGINEERING, INC. JOB /49 7171E-7/9 Y Vc2 /56/i' Structural Engineers 1717 East 116th Street, Suite 200 SHEET NO. OF CARMEL, INDIANA 46032 CALCULATED BY_ 52.V...6_ DATE V/" 2J- /5 P: (317) 584-0402 F: (317) 582-0766 CHECKED BY DATE SCALE Cf T&7/7'C4A7 449/7, r 4 t•O '- a_4v),c N43.722. (c4) / 2 ) ft,v 600S162-33 KICKER @48"O.C. W/MIN. 2#12 SCREW 2� W rl PsF . EA. END _ X(2. A)//ti, �, rel 5 7 111/172 4i, FF . lC Th ,:',1 .:2/4,,t/ . FAciPia .I � G }P ,: � e - ' f771 Cf( Kr ezE4 71/f ,-ter 'WI/07A w/(2)412 c 1_,/, if VPttetv = 5)1 ) 35c rttA(f( z=`P` // / 772/./7,e- 7 ' Z44'` 0)7,6 (4;44#114— 1'9/ /) /7/Z_7/ X-U r/557 .rr/e4 0 145 I W. 207 Je/. 3 ' SV 5 . Paye 13.,f 10 D PRODUCT 207 McCOMAS ENGINEERING, INC. JOB /?Th' r/9 g642• /56/V Structural Engineers SHEET NO. OF 1717 East 116th Street, Suite 200 CARMEL, INDIANA 46032CALCULATED BY S!✓j/9 DATE 0''2O'15 12; (317) 580.0402 F: (317) 582-0766 CHECKED BY DATE SCALE D F5, J OF C.E pLit)-Ai U'«v &j1rlD W = 20 pc- . f,�fcKM @ 92." 0.c -rit: - -----f 20 y �4iX 44. Z , ,r(4"/z f/ (2) g/2 5Citnj CDM/Y 7:k/VS/e7N /At 7?li , --,--,Q)-- ___ PO&Kt ea4 i ,, F1151. : T _, ____60- /6-14 f • L 3c5• ; /5/ CCIO nz5-3 in o ff ---- - I lop SO aoo5(6233 _p,-•11 / . @(6"o, - aO©S I62- �7 ZZ0L 1 1 32 "0oGmiix 1.0 x 22,E uiZ�,!o 443c, S/4'2-3 3 \\' ain L# -a - 1 X 1i'`!/ l.2 Ari© � � - /3G Z. 47 \ � 2. sc2Ew \ C-' 6A 1(10CE ) OX f►,c = 1/ 1f 3 4 o, 3 c{G .: 3 Rea rl'. �`/ 't��iZ. cdfc-K Ki eKEL5 4-7740/i►'IFN j" To 7fif RooF JAG J h/•9/t cL) #12 �lrfe� _ (2) -23-G -_,_ 512 > i I/f d‹. ragc14of10 D PRODUCT 207 E 1. i4K. r "._ tea-ate --- ~ — EV ST .ars T. 31 .,,\\'>.r- .3 L $ 011 t ;425/42-S \\N, / , 5 e... 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