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Specifications I(4q. Wc4R Lsr GREEN MOUNThIN RECEIVED IOW MAY 6 2019 structural engineering CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Teton Plan Willow Brook, Lot 6 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 ,A.d.0 PROp leki 1 619, 1 4 , 4 . ti. OREGO 14, 44Pr. 17 N" ct ditt ,cks 4,, Atsipt"' Expires: December 31, 2019 Project Number: 18531 May 1 , 2019 Index Structural Information Lateral Analysis L-1 thru L-1 1 Framing Analysis .F-1 thru F-8 it greenmountainse com-mfo@greenmountainse com - 4857 NW Lake Rd , Suite 260,Camas,WA 98607 • GREEN MOUNTAIN structural engineering STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof 15 psf B. Floor 10 psf C. Exterior walls 10 psf D. Exterior walls with veneer 50 psf E. Interior walls with gypboard each side 5 psf 2. Floor live load: 40 psf 3. Snow load: A. Uniformly distributed snow load on roof 25 psf 4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=140 mph B. Exposure B C. Importance factor I= 1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed 5. Seismic load—based on ASCE 7-10 Section 12.14: A. Mapped Spectral Acceleration for short periods Ss=1.0 B. Mapped Spectral Acceleration for 1 second period S1=0.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class#5 B. Maximum vertical bearing pressure 1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top 40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 A , GREEN MOUNTRIN 7 PROJECT: PLH 1700 12/19/2018, structural engineering DATE: BY: AMA 18531 L-1 JOB NO: SHEET: LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings SEISMIC BASE SHEAR 1.2'SDs (EQ.12.14-11 with F=12) V:= •W R SS mapped spectral acceleration for S5 := 1.00 short periods(Sec.11.4.1) from USGS web site S1 mapped spectral acceleration for S1 := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1'1 Based on Soil F, Site coefficient(Table 11.4-2) F�:— 18 Site Class D SMS:= Fa'S5 SMS= 1.1 (Eq.11.4-1) SM1 := Fv•S1 SM1 = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDs 3'SMS SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SD1 3•SM1 SD1 = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SDs R:= 6.5 V:= •W R 1.2.0.73 V:= W V:= 0.135•W 6.5 12.4 Seismic Load Combinations E:= 1.3-V (Eq.12.4-3 with redundancy factor=1.3 per 12.3.4.2) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS 11 r GPROJECT: PLH - 1700 IOW structural engineering DATE: 12/19/2O18 BY A. �, JOB NO: 18531 SHEET: L-2 LATERAL ,„ SIMPLIFIED WIND AND SEISMIC COMPARISON WIND • 7 11 AI IL. Psf psf ,.ti Wind ease Ht Shear /1 __.L.,_, < Length L:= 62-ft Height Ht:= 22-ft WIND := L•Ht•(11•psf + 7•psf) WIND =245521b SEISMIC Fr Wroc. Wwall Seismic ease Shear Aroof 62•ft•40•ft Wwalis 4.9-ft-40-ft SEISMIC:= (Aroof•15•psf + W.walis•10•psf) 0.123 SEISMIC= 6346.8 lb WIND GOVERNS DESIGN t r , GREEN M O U N T II I N PROJECT: PLH - 1700 Ile structural engineering DATE: 12/19/2018 BY AMA u m JOB NO: 18531 SHEET: L-3 LATERAL �.� _�_ a __ ���__ � . _ _�. , �M,..0 ., _. ,, ___.,,,1. WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qZ:= .00256.1<z.Kzt•Kd•V2.1 EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZt := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256•KZ•KZt•Kd•V3s2•I qZ= 24.31 (varies/height) 15'-20' KZ:= 0.62 qZ:= .00256•KZ•KZt•Kd•V3s2•I qZ= 26.44 20'-25' K,:= 0.66 (1,:= .00256•KZ•KZt•Kd•V3$2•I qZ= 28.15 25'-30' KZ:= 0.70 qZ:= .00256•KZ•KZt•Kd•V352•I qZ= 29.85 WIND PRESSURE P:= qZ.G•CP G:= 0.85 Gust factor CP pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per I5C 1605.3.1 AT WALLS 0'-15' WINDWARD PW:= 0.6.24.31.psf•0.85.0.8 PW= 9.92 psf LEEWARD Pi_:= 0.6.24.31•psf•0.85.0.5 PL =6.2psf 15'-20' WINDWARD PW:= 0.6.26.44-psf•0.85.0.8 PN,= 10.79 psf LEEWARD PL:= 0.6.26.44•psf•0.85.0.5 PL =6.74 psf AT ROOF 15'-20' WINDWARD P,:= 0.6.26.44•psf•0.85.0.3 PW=4.05 psf LEEWARD PL := 0.6-26.44•psf•0.85.0.6 PL = 8.09 psf 20'-25' WINDWARD PW:= 0.6.28.15-psf•0.85.0.3 PW=4.31 psf LEEWARD Pi_:= 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf GREEN M O U N T X11 N PROJECT: PLH - 1700 DATE: 12/19/2018 BY AMA structural engineering �,,.., �n�W ,7, ,_ :_ JOB NO: 18531 SHEET: L-4 LATERAL . ., r�..n..�w .r a N.�__ x �. n .. ..,�.��r� _ .. WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE 4.05 `71\ 8.09 Assume psf // \ ps f �, Cp--0.6 A := 35 10 f \ \f,' 9.92 6.2 1 psf 9 ft psf f windward leeward Mean Roof Height 9 + 24 = 16.5 2 Loads at Roof roof Windward 4.05•psf.10-ft= 40.5 plf Leeward 8.09•psf•10•ft= 80.9 plf Wall loads at main level Windward 9.92•Psf•4.5-ft=44.64 plf Leeward 6.2•psf•4.5•ft= 27.9 plf GREEN M O U N TII I N PROJECT: PLH - 1700 12/19/2018 AMA structural engineering DATE: BY: JOB NO: 18531 SHEET: �_5 LATERAL WIND ON ROOF 234 73 73 r r Wave=153.IfY V y r 0 ■ Q rn I I ii Ii I I ,I GREEN M U N T�I I N PROJECT: PLH - 1700 12/19/201$ structural engineering DATE: BY JOB NO: 18531 SHEET: L-6 LATERAL WIND ON MAIN LEVEL 4046 I 1 1 1 1 ■ r- =--, 1 -Udi TI: t LT I• ^� iL___■ o no oCD r) o r9 i 111 1 6014> - i ' Li --i .---1 1--- 2134 1 -2134 Y '7 GPROJECT:PLH - 1]00 IOW DATE: 12/19/2018 BY: AMA structural engineering . � ,_ . „__ ___ JOB NO: 18531 SHEET: L-7 LATERAL _ w ___ ., , .a . __ _ SHEAR WALL DESIGN IPdl f dl 4,' WdI 4 I R (V) P:= wind V:= seismic h f[ L R=HoIdown Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7•E Overturning Moment: Mat := P•h Resisting Moment: Mr:= 0.6•(Wdl + Wwau)'(22 + 0.6•Fru•L Mot — Mr Holdown Force R :— L GREEN MOUNThIN PROJECT: PLH - 1700 1lirE 12�19�201g BY structural engineering DATE: 201s ., AMAx. ffi JOB NO: 18531 SHEET: L-8 LATERAL .�.,� .. .. Shear Walls at Right Elevation Wind Force P:= 3600•Ib P= 36001b Length of wall L:= 5ft+ 6ft+ 12ft+ 20ft L= 43ft P Shear v:= — v= 83.72p1f A L 5 Overturning Mot:= P•9.ft.— Mot = 3767.44lb•ft Moment 43 (5.ft)2 Resisting Mr:= 0.6•(15•psf•21•ft+ 10•psf•9•ft)• 2 + 0.6.400•Ib•5•ft Moment Mr =4237.5lb•ft Holdown Mot — Mr Force — —94.01 lb 5•ft Shear Walls at Left Elevation Wind Force P:= 3600•lb P= 36001b Length of wall L:= 16•ft+ 7ft+ 29ft L= 52ft P Shear v:= — v= 69.23 plf A 7 Overturning Mot := P•9•ft•52 Mot =4361.54 lb ft Moment (7.ft)2 Resisting Mr:= 0.6•(15•psf•21•ft+ 10•psf•9•ft)• 2 + 0.6.400•Ib•7•ft Moment Mr = 7633.5lb•ft Holdown Mot — Mr Force 7.ft ——467.42 lb GREEN M O U N TIVN PROJECT PLH 1700 � s= IOW A structural engineering DATE: 12/19/2018.,. BY: AMA JOB NO: 18531 SHEET: L-9 LATERAL Shear Walls at Rear Elevation Wind Force P:= 4046.1b P=40461b Length of wall L:= 3.5ft•3 + 4•ft L= 14.5ft P Shear v:= - v= 279.03 plf C L 4 Overturning Mot := P•9•ft•— Mot = 10045.24 lb•ft Moment 14.5 (4-ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf-9•ft)• 2 + 0.6.400•Ib•4•ft Moment Mr= 1608lb•ft Holdown Mot - Mr Force = 2109.31 lb HTT4 4-ft Shear Walls at Front Elevation Wind Force P:= 2134-lb P= 21341b Lengthofwall L:= 1.5-ft-3 L=4.5ft P Shear v:= - v= 474.22p1f D L 1.5 Overturning Mot := P•9•ft•— Mot = 6402lb•ft Moment 4.5 (1.5•ft)2 Resisting Mr:= 0.6•(15 psf•3•ft+ 10 psf-9•ft)• 2 + 0.6.400•lb•1.5•ft Moment Mr =451.12lb•ft Holdown Mot -1'1r Force 1.5ft = 3967.25 Ib STHD14 C REEN MOUNTS IN PROJECT: PLH 1700 DATE 12/19/2018 BY AMA IOW structural engineering . ,, r� _ A ms �LL .... JOB NO: 18531 SHEET: L-1 O LATERAL Shear Walls at Rear Elevation of Garage Wind Force P:= 6014•lb P= 6014 lb Length of wall L:= 12ft+ 15ft L= 27 ft P Shearv:= — v= 222.74p1f $ L 12 Overturning Mot:= P-9•ft•27 Mat = 24056lb•ft Moment (12•ft)2 Resisting Mr:= 0.6•(15•psf•6•ft+ 10•psf•9•ft)• 2 + 0.6.600.lb-12-ft Moment Mr= 12096 lb-ft Holdown Mot — Mr Force — 996.67 lb 12-ft . GREEN M O U N TSI I N PROJECT: PLH - 1700 10* DATE: 12/19/2018 BY AMA structural engineering ��_,'� ., trr _____ JOB NO: 1$531 SHEET: L-11 LATERAL Determine Diaphragm Shear&Deflection al First Floor: Seismic Force FpX <_ 0.4•Sds•I•WP (ASCE 7-1012.10-3) SDS :_ .73 I := 1.0 WSD FPX := 0.7.0.4•SDS•I•wpxFPX := 0.2•wpX wDL := 15•psf w := W•w 0.2 w = 120 If W 40•ft seismic DL' seismic plf 40•ft w– seismic force 7/8" PLY 1% ',),' 10 D NAILS 6" CD EDGES _ ���� 12"FIELD w JL Wseismic' 2 _ r it ___— is, W v= 60 plf 1 / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vallowed 215•plf > v= 60pIf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 60plf A:= (1.5•in)•(5.5•in) Area of chord cross section L=40 ft E:= 1400000.psi Modulus of elasticity of chords lb W=40 ft GA:= 8.5•- (Table 4.2C) in EDcX:= 2•[0.03125•(16•in + 32•in + 32•in + 16•in)] EDcX= 6in Breyer CH.9.8 5•v•L3 \ (ink 0.25•v•L (EA0X)ft A := • — + + A = 0.15 in \8.E•A•W� eft/ 1000•GA 2•W GREEN MOUNThIN PROJECT: PLH - 1700 structural engineering DATE: 12/19/2018 BY AMA< ,a JOB NO: 1$531 SHEET: F-� FRAMING ROOF LOADS ALL ROOF OPTIONS ARE SIM Wd = 15psf WI = 25psf 4.= 0 00 00 p /';- 1 � GREEN M O U N Th I N PROJECT: PLH - 1700 IOW structural engineering DATE: 12/19/201g 1.,.., BY. AMA JOB NO: 18531 SHEET: F-2 FRAMING TRACK ROOF LOADS 1g6 0 1g6 � I ■ iiiiiiiiMI- ,- il i MO '\jr ■ 1�6 eEsi 05 I! 1 ISI i r J r I _1 i_ O H /-5N . GREEN M O U N Th I N PROJECT: PLH - 1700 12/19/2018 AMA structural engineering DATE: BY JOB NO: X8531 SHEET: F-3 FRAMING 0 260p1f ROOF 4x8 V v vL. y 6' L� 796 796 © 280 If ROOF 4x10 V V V V �( p 10' /� 1434 1434 111/ 840 If ROOF 4x8 V V V V X p 3' 1268 1268 Project: vvr, .StruCalc 9.0 Page Location: 1 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 12/19/2018 9:40:53 AM Section Adequate By: 171.9% F-4 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2745 Dead Load 0.02 in Total Load 0.04 IN L/1655 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 480 lb 480 lb Dead Load 316 lb 316 lb Total Load 796 lb 796 lb Bearing Length 0.36 in 0.36 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6f Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 265 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1194 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -796 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 11.28 in3 30.66 in3 Area(Shear): 5.77 in2 25.38 in2 Moment of Inertia(deflection): 12.09 in4 111.15 in4 Moment: 1194 ft-lb 3247 ft-lb Shear: -796 lb 3502 lb Aw • Project: ,-StruCalc 9.0 page Location:2 Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 12/19/2018 9:41:33 AM Section Adequate By: 36.1% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1095 Dead Load 0.07 in Total Load 0.17 IN L/687 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 900 lb 900 lb Dead Load 534 lb 534 lb Total Load 1434 lb 1434 lb Bearing Length 0.66 in 0.66 in w BEAM DATA Center �_ _... _.,Pp ._,_... _....... ,. .. Span Length 10 ft Unbraced Length-Top 0 ft lore --- Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 180 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 287 plf Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 3586 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1434 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 36.69 in3 49.91 in3 Area(Shear): 10.39 in2 32.38 in2 Moment of Inertia(deflection): 60.5 in4 230.84 in4 Moment: 3586 ft-lb 4879 ft-lb Shear: 1434 lb 4468 lb Project: StruCalc 9.0 Page Location: 3 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 12/19/2018 9:42:08 AM Section Adequate By: 176.1% F-6 Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5856 Dead Load 0.00 in Total Load 0.01 IN L/4156 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 900 lb 900 lb Dead Load 368 lb 368 lb Total Load 1268 lb 1268 lb Bearing Length 0.58 in 0.58 in w BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft aft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 600 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 240 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 845 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1-to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 951 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1268 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 8.98 in3 30.66 in3 Area(Shear): 9.19 in2 25.38 in2 Moment of Inertia(deflection): 4.81 in4 111.15 in4 Moment: 951 ft-lb 3247 ft-lb Shear: 1268 lb 3502 lb GREEN MOUNTAIN PROJECT: PLH - 1700 11111110 structural engineering DATE: 12/19/2018 BY: AMA JOB NO: 18531 SHEET: F-7 FRAMING FOUNDATION LOADS 7 Hid/ --I H I) Ii ' N1,11 -. , Ali II 1 Al li (t; I I N1 II Allk IA Alli I . ilik I 1 0 11. II 71 I — 1 R.H. bb / I Ili NI I ;I , ,. I V .1 mgr '�� 4" I I I r I� H H T.--r- -5b.c GREEN M O U N T h I N PROJECT: PLH - 1700 structural engineering 12/19/2018 DATE: BY AMA JOB NO: 18531 F-8 SHEET: FRAMING Foundation Design Soil Bearing Pressure SBP:= 1500•psf (assummed) continuous foundation footing 12 inches wide with a 6 inch stem that is 18 inches tall. total engaged area Allowed Load A:= (18•in + 6-in + 18-in)•12•in A= 3.5 ft2 I Allowed Load SBP•A= 5250 lb SEMI in. Size Area Capacity 18" diameter A:= 9•in•9•in•3.14 Pall := 1500-psf-A Pall = 2649.4 lb 24" diameter A:= 24-in-24-in-3.14 Pall := 1500-psf•A Pall = 18840 lb 24"x24" A:= 24-in-24-in Pall := 1500-psf•A Pall = 6000 lb 28"x28" A:= 28-in•28-in Pall := 1500-psf-A Pall = 8166.7 lb 30'x30" A:= 30.in•30•in Pall = 1500.psf•A Pall = 9375 lb 32"x32" A:= 32•in•32•in Pall := 1500.psf•A Pall = 10666.7 lb 36"x36" A:= 36•in•36•in Pall := 1500•psf•A Pall = 13500 lb 42"x42" A:= 42•in-42-in Pall := 1500•psf•A Pall = 18375 lb 48"x48" A:= 48.in-48•in Pall := 1500•psf•A Pall = 240001b Continuous Footings: - - 12 inch wide: Capacity 1500 psf X 12 inches= 1500 plf GREEN MOUNTPII N PROJECT: PLH - 100 12/19/2018lity AMA structural engineering DATE;_ .. BY: JOB NO: 18531 SHEET: F-8A FRAMING ........... :Jo 157 geAR(,' , c'. 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