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Report el)P� } 201�.- c Z( sheet no Arc Storquest 125300 �a��C A a ., by RJA tocncon SW#11 dale 2/13/2017 :J Osa" BORING client Magellan Arch rob na. 02257-2015-03 Masonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-08 Section 3.3.6 Input Wall Data Reinforcement Input fm s 1.9 ksi Vert.rebar size(#) 5 fy, 60 ksi ....spacing 48 in(8,16,24,32,40 or 48) H,„= 13.33 ft ....no. bars/spacing 1 (1 or 2) Lw= 840 in Nom.Thickness= 8 in(6,8,10 or 12) Horiz. rebar size(#) 5 (4,5,or 6) Solid Grouting? 0 (yes=1, no=0) ....spacing 48 in(8,16,24,32,40 or 48) Concrete or Clay? 1 (1=Concrete,2=Clay) ....no. bars/spacing 2 (1 or 2) Max unbraced height= 13.33 ft Sds= 0.72 Wall Weight= 52 psf Seismic Design Category= D Equiv.Solid Thick.= 3.39 in Stack Bond? 0 (yes=1, no=0) Loading Input 4000 Lateral Forces(kips) 3500 Seismic or Wind?j 1 (Seismic=1,Wind=2) - 3000 V) = 263.7 kips @ 13.3 ft 0. 2500 V2= 0 kips @ 0 ft 2000 V3— 0 kips @ 0 ft 1500 1/4= 0 kips @ 0 ft 1000 Va= 0 kips @ 0 ft 500 1f 0.0 10000.0 20000.0 30000,0 40000.0 Gravity Line Loads Wall Weight= 691.5 pif AMA(k-ft) Dead Load,wOL= 1000 plf Live Load,w11= 600 plf f1 = 1 Note: All Load Cases must fall Snow Load,wst.= 0 plf f2= 0.2 within the curve to be adequate Gravity Point Loads(kips) Dead I Snow f2 Live fs Seismic Pt = 0 0 0 `- 0 0 0 @ 0 ft P2= 0 0 0 ;0 0 0 @ 0 ft P3= 0 0 0 0- 0 0 @ 0 ft P4= 0 0 0 .ce0 0 0 @ 0 ft P5= 0 0 0 -0 0 0 @ 0 ft Adjacent Wall Dead Loads DLs = 0 kips @ 0 ft DL2= 0 kips @ 0 ft DL3= 0 kips @ 0 ft DL4= 0 kips @ 0 ft Maximum Out-of Plane Vertical Steel Ratio= 0.378 in`tft OK V corresponding to 1.25*M„= OK Maximum In-Plane Vertical Steel Ratio= 1.168 in2/ft OK As Actual= 0.077 in2/ft Shear: p non and Spacing Requirements Vu= 263.7 kips Pvert+Phorz(min) OK Smax(vet) OK �Vn= 595.8 kips OK Pvert ono OK Smax(Hors) OK $Vs= 256.5 kips Phaz(rrun) OK Min vent=1/2 hoax OK 4iVm= 387.E Boundary Element Check(ACI 3.3.6.5.1): Not Required WALL WALL DIRECT UNIT FIRST FLOOR NUMBER LENGTH SHEAR SHEAR 2/3/2017 FT KIPS PLF 1 70 170.67 2438 2 10 -7.058 -706 3 20 31,136 1557 4 20 31.136 1557 5 10 -6.25 -625 6 50 116.36 2327 7 70 -148.05 -2115 8 60 124.664 2078 9 30 64.179 2139 10 10 -6.25 -625 ./--1- 5'' �rtt�iL \11 70 184.641 2638d V,, = /S •(=1o' 7' T 2C-3' 7-v- 12 10 -7.058 -706 �V 'tom V,/ : Z•- • ' // = 3.�(.=,e.,.1= 13 25 48.243 1930 14 10 -7,495 -750 15 10 -7.758 -776 16 16 -21.847 -1365 17 65 -169.292 -2604 18 30 58.643 1955 19 21 -39.184 -1866 20 21 -39.184 -1866 21 60 -131.198 -2187 22 10 -7.058 -706 Title: Job# Dsgnr: Date: 8`49AM, 3 FEB 17 - Description: Scope: LitRev: 566CO3 ;KW-9606193,Ver5.8.0,1.Nov2006 Rigid Diaphragm Torsional Analysis Page 2(01983-2006 MESCALS Engineering Software tigard.ecw.:Calculafiana Description revised, r5 ve 18 0.000 -32.919 -17,802 . 0.000 -4.045 0.006 -21.847 17 0.000 -32.919 -136.393 0.000 -32.899 -0.001 -169.292 18 -6.413 0.000 57,674 0.000 0.969 0.006 58.643 19 0.000 -32.919 -29.568 0.000 -9.616 -0.009 -39.184 20 0.000 -32.919 -29.568 0.000 -9.616 -0.014 -39.184 21 0.000 -14.919 -131,198 0.000 8.973 0.001 -131.198 22 0.000 -32.919 -6.250 0.000 -0.807 0,009 -7.058 Summary I X Distance to Center of Rigidity 99.163 ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 126.119 ft Xcm+(Min%`MaxX)-X-cr = 14.587 ft Torsion= 9,657.92 k-ft Xcm-(Min%*MaxX)-X-cr = -6.413 ft Torsion= -4,246.18 k-ft X Accidental Eccentricity 10.500 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 9.000 ft Ycm+(MinWMaxY)-Y-cr = -14.919 ft Torsion= -9,877.95 k-ft Ycm-(Min%"MaxY)-Y-cr = -32.919 ft Torsion= -21,795.75 k-ft • • Title: Job# Dsgnr: Date: 8:49AM, 3 FEB 17 Description: Scope: Rev: 360003 User KW-0606193,Ver 6.6.Q 1-Nev-2006 Rigid Diaphragm Torsional Analysis Page 1 0)1963-2006 ENERCALC Engineering Software trgerd.ecerCeloulallons Description revised, r5 ve General Information Y-Y Axis Shear 662.10 k Min.X Axis Ecc 5.00 % X Axis Center of Mess 103.25ft X-X Axis Shear 662.10 k Min,Y Axis Ecc 5.00 % Y Axis Center of Mass 102.20ft ...Shears are applied on each axis separately Max X Dimension 210.00 ft Max Y Dimension 180.00 ft Wall Data ` Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wail End E in ft ft ft ft deg CCW Fixity 1 7.825 70.000 13.000 20.000 45.000 90.0 Fix-Pin 1,710.0 2 7.625 10.000 13.000 25.000 80.000 0.0 Fix-Pin 1,710.0 3 7.625 20.000 13.000 30.000 90.000 80.0 Fix-Pin 1,710.0 4 7.625 20.000 13.000 30.000 120.000 90.0 Fix-Pin 1,710,0 5 7.625 10.000 13.000 25.000 130.000 0.0 Fix-Pin 1,710.0 6 7.625 50.000 13,000 20.000 155.000 90.0 Fix-Pin 1,710.0 7 7.625 70.000 13.000 35.000 180.000 0.0 Fix-Pin 1,710.0 8 7.625 60.000 13.000 170.000 180.000 0.0 Fix-Pin 1,710,0 9 7.625 30,000 13.000 200.000 165.000 90.0 Fix-Pin 1,710.0 _ 10 7.625 10.000 13.000 205.000 150.000 0.0 Fix-Pin 1,710.0 11 7.625 70.000 13.000 210.000 115.000 90.0 Fix-Pin 1,710.0 12 7.625 10.000 13.000 205.000 80.000 0.0 Fix-Pin 1,710.0 13 7.625 25.000 13.000 190.000 67.500 90.0 Fix-Pin 1,710.0 14 7.625 10.000 13,000 195.000 55.000 0.0 Flx-Pin 1,710.0 15 7.625 10.000 13.000 185.000 40.000 0.0 Fix-Pin 1,710.0 16 7.625 16.000 13.000 137.000 45.000 0.0 Fix-Pin 1,710.0 17 7.625 65.000 13.000 97.500 40.000 0.0 Fix-Pin 1,710.0 18 7.625 30.000 13.000 65.000 25.000 90.0 Fix-Pin 1,710,0 19 7.625 21.000 13.000 55.000 10.000 0.0 Fix-Pin 1,710.0 20 7.625 21.000 13.000 30.000 10.000 0.0 Fix-Pin 1,710.0 21 7.625 60.000 13.000 100.000 180.000 0.0 Fix-Fix 1,710.0 22 7.626 10.000 13.000 105.000 80.000 0.0 Fix-Pin 1,710,0 Calculated Wall Forces Load Location for Maximum Forces Direct Shears k Torsional Shears k Final Max. Label Wall Shear X ft Y Length Thick Length Thick k 1 -6.413 0,000 164.275 0.000 8.395 0.011 170,670 2 0.000 -32.919 -6.250 0.000 -0.807 -0.007 -7.058 3 -6.413 0.000 30.112 0.000 1.024 0,001 31.136 4 -6.413 0.000 30.112 0.000 1.024 0.000 31.136 5 0.000 -14.919 -6.250 0.000 0.031 -0.003 -6.260 6 -6.413 0.000 112.000 0.000 4.360 -0.003 116.360 - 7 0.000 -14,919 -148.050 0.000 10.126 -0.020 -146.050 8 0.000 -14.919 -124.664 0.000 8.526 0.019 -124.664 _ 9 14,587 0.000 57.674 0.000 6.505 0.005 64.179 10 0.000 -14.919 -6.250 0.000 0,189 0.005 -6.250 11 14.587 0.000 164.275 0.000 20.365 -0.003 184,641 12 0.000 -32.919 -6.250 0.000 -0.807 0.010 -7.058 13 14.587 0.000 43.794 0.000 4.449 -0.008 48.243 14 0.000 -32.919 -6.250 0.000 -1.245 0.009 -7.495 15 0.000 -32.919 -6.250 0.000 -1.508 0.006 -7.768 • KIWI II CONSTRUCTION Project Title: 28177 KELLER ROAD Engineer: Project ID: MURR€ETA,CA 92563 Project Descr: 951-301-8975 fax 951-301-4096 artOkiwiconstruction.com PLNtat 3 FEB 2417.103eAM - ... fie .C;1UgessV t,0N-I.KPMDOCiIME�IIBIERCA'lklga L 46:';. Steel �3ealkl ENERCALC.IN0.1983-28t7,8uld1117.1.16,Vec8.17.1.15 Lic.#: KW-06006193 Liconseo KIWI II CONSTRUCTION Description: 10 Ff'JACK,r6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(10.306)G3.711.(23,r23)s(3.71 F,xzk t� - do c-.i <Y r'x J y '^� ` �'1 4Yx F nt E`i ��. � ' apew"10.0 f1 W24K66 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading - Load(s)for Span Number 1 Point Load: D=10.508, Li.=3.70, L=23.125, S=3.70 k @ 1.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.098:1 Maximum Shear Stress Ratio= 0.147 : 1 Section used for this span W24x68 Section used for this span W24x68 Ma:Applied 43.250 k-ft Va:Applied 28.930 k Mn/Omega:Allowable 441.817 k-ft Vn)Omega:Allowable 196.710 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 1.514ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 17,033>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,011 in Ratio= 11395>=240. Max Upward Total Detection 0,000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.'a Dell Location in Span Load Combination Max."+'Dell Location in Span +1:1+L+11 1 0.0105 4.314 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.539 ]. 1... Overall MINinum 3.145 0.555 +D+lt 9.274 1.918 +D+L+H 28.930 5.387 +D+Lr+}t 12.419 2.473 - +0+8+H 12.419 2.473 +040.7501r+0.750L44j 26.376 4.936 +0+0.750L+0.750S4I 26,375 4.936 +D+0.60W+tl 9.274 1.918 +DA 70E+1-1 9.274 1.918 +0+0.7501r+0.750L+0.450w+14 26.375 4.936 +9+0.750L+0.7505+0,450W4i 26.375 4,936 +9+0.750L+0.7505+0,6250E+11 26.375 4.936 40.60D+0.60W+0.001-1 5.564 1.151 40.600+0.70E40.606 5.564 1.151 D Only 9.274 1.918 LrOniy 3.145 0.555 L Only 19.656 3.469 S Only 3.145 0.555 W Only 1- • • KIWI II CONSTRUCTION Project Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA,CA 92563 Project Descr: 951-01-8975 fax 951-301-4096 artOkiwtconstruction.com Printed:3 FEB 2417,10:41AM Steef:$eam..: Fun c:wa�awimN-)xlwDOCMs-l�t4ERCa'tuagam.ec6;; ENERCALC,INC.19632017.8dd:517.1.16.Yer.617.1.16 Lic.#: KIIV-06006193 Licensee: KIWI II CONSTRUCTION. Description: 10 FT JACK2,i5 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending )Lh.7)1(10.878)S(22) Spam=10AR W24x68 Applied Loads " Service loads entered.Load Factors will be applied for calculations. Beam self weigh(calculated and added to loading Load(s)for Span Number 1 Point Load: D=7.668, Lr=2.70, L=16.875, 5=2.70k@3.50ft DESIGN SUMMARY • Design OK Maximum Bending Stress Ratio = 0.128: 1 Maximum Slrear Stress Ratio= 0.083 : 1 Section used for this span W24x68 Section used for this span W24x68 Ma:Applied 56.492 k-ft Va:Applied 16.295 k Mn 7 Omega:Allowable 441.617k-ft Vri/Omega:Allowable 196.710 k Load Combination +D+L4H Load Combination +D+L+H Location of maximum on span 3.514ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#I Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 11,776>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 7942>=240, Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max.°+"Deb Location in Span 40+1.41 1 0.0151 4.600 0.0000 0.000 Vertical Reactions Support notation:Far Lett Intl Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum i 16.295 (( 8,93 Overall MINimum 1.765 0.945 4041 6.325 3,026 +0+L4H 16.295 8.932 +03Lr+H 7.081 3.971 +D+s+Ft 7.081 3,971 +040.7501r+0.750L+H 14.869 8.164 +0+0.750L-10.750S+H 14.869 8.164 +0+0.60W+H 6.326 3.026 40+0.70E4H 5.326 3.026 4040,750tJ40.750L40.460W4H 14.859 8.154 +040.750L+0.7505+0.450W4H 14.869 8.164 +0+0.750L40,750S+0.5250E4H 14.869 8,164 +0.660+0.60W40.60H 3.196 1,816 +0.600+0.70E40.60H 3.196 1.816 0 Only 5.326 3.026 if Only 1.755 0.945 LOnly 10.969 5.906 S Only 1.755 0.945 WOniy 3 KIWI II CONSTRUCTION Project Title: 28177 KELLER ROAD Engineer: Project ID: MURRI ETA,CA 92563 Protect Descr: 951-301-8975 fax 951-301-4098 art@ kiwiconslruction.com Minted'3FEB2017,1o:+1nu -:: FIB=C.'111s�w14t.1OH-1,KIwh00C1d.7E-11ENERCA:tl6gerd.ec6.•: Stec .•. (n:i .. .. ' ENERCALC,MC.1902017.aurd:0.17.1.16,Ver:6.17.1.16 Lit ff: KW-06006193 Licensee :KIWI ll CONSTRUCTION Description: 7.5 FTe,r6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties • ..` Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ON..5}Lip lW i251 aro.,! i _--t.•". * ♦' 'I • t r �\4 Tti T- i -4w sat3 ',...-1,'.,:,,,`p t-.i 3 • " S � k -sh � t _ Ss oin a .-,S'•'3 1 r as •> i, i A1 Y' ,r � >, 5u k ;s : j ' 1 t: ', - • -2 , ' ` is ° '' '' 3- '2 if '1'.."''''.''� t r 9 rk :rii Y �' L� '# A � +'Y `-�; A 2' ,.�- Y A+ i�,-4 ..._T_. ��.:.i.�� . ..r ^����.T. k. ., ..y, T.'S.. ;. W w A. ew+-7sc11 rmm91 ..---.-- Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading - Uniform Load: D=0.050, Lr=0.020, L=0.1250, S=0.020 ksf, Tributary Width=5,0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.144: 1 Maximum Shear Stress Ratio= 0.078: 1 Section used for this span WI 2x14 Section used for this span W12x14 Ma:Applied 6.251 k-ft Va:Applied 3.334 k Mn 1 Omega:Allowable 43.413 k-ft Vn/Omega:Allowable 42.754 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.750ft Location of maximum on span 0.000 ft Span#where maximum occws Span#1 Span#where maximum nrxrus Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 5,173>=380 Max Upward Transient Deflection 0.000 in Ratio= 0<350 Max Downward Total Deflection 0.025 in Ratio= 3637>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections ' Load Combination Span Max."Dell Location In Span Load Combination Max."+'Dell Location in Span +0+L+11 1 0.0247 3.771 0.0000 0,000 Vertical Reactions _ - Suppartnotation:Far leitis#1 Values In FOPS toed Combination Support I Support 2 Overall MAXimum 3.334 C3.331. Overall Mifflin= 0.375 0.375 +D+H 0.990 0.990 +D+L+H 3.334 3.334 +D+Lr+H 1.365 1.365 +D+S+H 1.365 1.365 _ +0+0.75011.0.7601.+H 3.029 3.029 +0+0.750L+0.750S+H 3.029 3.029 +D+6.60W+H 0.990 0.990 +D+0.70E+H 0.990 0.990 tv +D+0.7501r+0.750.+0.450W+H 3.029 3.029 +D+0.7501.+0.7505+0.450W+11 3.029 3.029 +D+0.7501.+0.7505+0.5250E+11 3.029 3.029 +0.6013.0.60W+0.60H 0.599 0594 +0.600+0.70E+0.6011 0.694 0.594 0 Only 0.990 0.99a Lr Only 0.375 0.375 L Only 2.344 2.344 S Only 0.375 0.375 W Only E Only & KIWI CONSTRUCTION Project Title: 28177 KELLER ROAD Engineer: Project ID: MURRIEfA,CA 92563 Project Descr: 951-301-8975 fax 951-301-4096 art(alkiwiconstruclion.cem pn+rp7:2 FEB20t7,10:45AM .Stt3@1°gent lya CtOacasIALEDN-1JtlW4pOCL�11E-1tF?IERG1-1Stlgau3.ec8 ENERCALC,INC.19a3-2017,eu11.6.17.1.46,Ver:1117.1.18 Lic.#: KW-96006193 Licensee:KIWI II CONSTRUCTION Description: 10 FTe,r6 CODE R_E_FERENCES Calculations perAISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties ' • Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i ON251t+r0.1�Lr0.62S1S10,1) .. _._ i i ♦ r tr - TC.,"..,R 'eY's aT.,Te L r ' ...--. . • nr. f -� -' .y r T kr F43 b n ? ' « {'; F,, .w 4s.q v a x .,_ "^ x 4 * x + t4�''v r s w { " �qy M,t L iti 7 F b< 1 r 3t Pv� r yr, [ � } >@ n ' � 1, r a l ��,Aio _.�.3,_..w. A A. Span•10.00 WI214 Applied Loads Service toads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.050, Er=0.020, L=0.1250, S=0,020 ksf, Tributary Width=5.0 ft DESIGN SUMMARY'.':. :! Design OK Maximum Bending Stress Ratio = 0.256: 1 Maximum Shear Stress Ratio= 0.104 : 1 Section used for this span W12x14 Section used for Ns span W12x14 Ma:Applied 11.113k-ft Va:Applied 4.445 k Mn/Omega:Allowable 43.413k-ft Vn/Omega:Allowable 42.754 k Load Combination -i-D+L+H Load Combination +D+L+N Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span If where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio= 2,182>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<380 Max Downward Total Deflection 0,078 In Ratio= 1534>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections • Load Combination Span Max."-*Deft Location in Span Load Combination Max."+°Deli Location in Span +134.+H 1 0.9782 5.029 0.0000 0.000 Vertical Reactions Support notation:Farlelt IBM Values in KIPS Load Combtnalion Support 1 Support 2 Overall MAXimum 4.445 13 A45J Overall MiNimum 0.500 0,500 +434H 1,320 1,320 +444H 4.445 4.445 - +D+Lr+H 1.820 1.820 +D+S+t{ 1.820 1.820 +0+0.750Lr+0.750L+H 4.039 4.039 +0+0.750L+0.780S*H 4.039 4.039 +0+9.60W41 1.320 1.320 +0+0.70E441 1.320 1,320 +13+0.75014+0.750L40.450W+1-1 4.039 4.039 +0+0.750L+0.7505+0,450W+H 4.039 4.039 40+0.750L+0.750540.5250E+H 4.039 4.039 40.600+0.60W+0.8011 0.792 0.792 40.600+0.70E+0.60H 0.792 0.792 D Only 1.320 1.320 Lr only 0.500 0.500 L Only 3.125 3.125 S Only 0.500 0.500 W Only E Only 6 CT) ; oz Cr) 9 t>. p 1 ,a Iaz i9-11.1 I I ► 14 -v; s ,i = s' l-,it,• 1,-) 1 0 ; 1 i Q .a• AZ 1 tg _ e. Pe 0'AI � g__a __ { I CAL r1.11 E 7 1 r_-1.511 _� �: � v� r —, -,--�� e� . 9Ex A 9` ye��� 61xZe:Oft ,� I 1 OF'-'' ,', i. SY sots; as v'A 1 1 YI to 1 yy - - 1 1 IDa a £ 'HDS aid )131. ZI# +> • d 11.9 1L.. .7 as 6 1 Ydfi1 " •`^LL I :: 93