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'MSS 2 \c,, - az\Q` . Is -Th oyncE ?orY LYVER ENGINEERING AND DESIGN 7950 SE 106th. Portland. Oregon 97266 Ph 5D3 735 5233 F::. 503 4$2.7 49 Tri L 4.:ve--EnD COT ''....4',e--EAD.c�rr Design for; RECEIVED H&H Homes MAY 212019 For: Lot #12 — Plan M-2902 CITY OF TIGARD BUILDING DIVISION New Deck and Porch Cover 11473 SW 90th Avenue TIGARD, OREGON 97233 These calculations are for the design and detailing of a new porch cover and deck at an existing SINGLE FAMILY RESIDENCE in Tigard, Oregon. We have performed the complete lateral and gravity load design for the proposed structure. The information contained is for the sole use of H&H Homes and their agents to provide a new framed Deck and Porch Cover. All other work performed by others is outside the scope of this design. S�Ruc rij44 0,0) PRaz• 5' Lci 52994 1- OREGON �0/ 20 ' Qk, t ' \.. Oy o. F EXPIRES: DEC 31. 21` Job Number 19-101 MAY 18, 2019 6 Jj d. /ii: -°:?*--'k _ .. i ,1. 41..-' ' .: *""t4Avva i_ \,..4 P---Cx 1 Pc-Nr (:4-1'` : . . . . . ... , . - - -- - - - - 4 f..,z,...(----4.--0.c. , .s. -r-e\--1K.c. tio&I€. ReTcri.---- ( /L 1 __ . W l v _ .1)..c6:I(./ %,;...) - I ao 1.4.1.).- -- 4i . (.11.if) u 4,1-.7) I 'fr'-.4k c)-. '1.. * :::---_ -L,3i7- ii,14-*=, 7,--Ni _},-?„5;C:- -116) ' -+--C-."(2-4"443. -±bei - - ------ - - - --• - . \i/di)v =-1- 0 4 a--.. - -- - :: �- t,•f - *- -V 1-- -lit-P/i---- Vjef.)14 , C a, t._ , ._ . 72:1-20_ -_ ___ 5, r i P( r":4r,(_41)-1: 4") __ .1) 7..., ..._ . .....g. 0. ---t 1.14T-1P10\---- '_'+,7_-7.r. ..t-e14---- - , -- . — ' 1-Ct r\Y .. Ot - . 9:77727...::- 1 _:: :_ - . .._. __ _.,,. X1.1 - -. _.. - - ----- l r' -"'_: - 4 _ . : -.1.4-- r_. -./ .1-4--- -0- *- --__: . . T� :: ._1 :t_c)ice- # e"-i} i P P , - . ,- . , , . Rt,-,- xx --I 06-, ---:------:-...-, . 4,. 1 If PROJECT: r ,� DESCRIPTION: L - t r LL EI NT:a 0 4- 1**6"/C.1) DA J)� / ENGIhfEER: LYVER ENGINEERING AND DESIGN, . I 7950 SE 106th Portland, Oregon 97266 PRO CT INO. 1 'SHEET --4 j' Ph:503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.cam 1°;'''..s 0 1 Lyver Engineering and Design,LLC Project Title: 1 7950 SE 106th AVE Engineer: Portland,Oregon 97266 Project ID: Project Descr: s a v;AL Y 2c.: 8Kt1 ASCE Seismic Base Shear File=C:+users1LYVERE-tiDropboxU..EADFt-112a19JO-1519-101-1.114119-1a1calmed Software copyright ENERCALC,INC 1983-2018.Butta:10.1812.13 Lic.ft:KW-08009286 .-J-7:.:- ,-:-.7„,,,„ Licensee:Lyver Engineering and Design,He SEISMIC FORCE GENERATION Risk Category Risk Category of Building or Other Structure: r is B..ii„-7,;'s a^^ e.•_...t.. s z. ...,; 4..S;:E -',0 Page 2 Ta:e 7 5-1 Seismic Importance Factor = , 4,5:..,E' 1:"-age 5 'az;-'.5.2 Gridded Ss&Slvalues ASCE-7-10 Standard t,S;E 7.".r.) "14,7 Max.Ground Motions,5%Damping: Latitude = 45 =' deg North SS = ;9-09 g,02 sec response Longitude = '22'3_ deg West S1 - C 4245 g,1.0 sec response Location: - Site Class,Site Coeff.and Design Category Site Classification 'D`:Shear Wave Velocity 600 to 1,200 ft/sec _ 0 43, = ;c;e 2 3-1 Site Coefficients Fa&Fv Fa = '.11 ASCE.'40 .ab,e 7'4-1&77 4-2 (using straight-line interpolation from table values) Fv = ' 5?, Maximum Considered Earthquake Acceleration SMS=Fa'Ss _ ':. 79 4SCE 7-10 Eq-'•,,4-1 SMI =Fv'S1 = ;-53 ASCE 7.1: Ea ,".4-2 Design Spectral Acceleration S Ex S M52/3 _ 0,720 ASCE 7-10 Eo 714-3 S 01 S Mtn3, ASC Eq 11.4-4 Seismic Design Category = 0 4SCE 7-10 rause 11.6-'S-2 Resisting System ASC; 7-7 'ab"e 722-7 Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification Timber frames Response Modification Coefficient °R' - ? G 8 3 re "at_mils System Overstrength Factor 'Wo" _ c- Category"A&B°Limit L,crrt=36 Deflection Amplification Factor'Cd” = 1.5:) Category'C"Limit: :..17,-,=3e Category"D"Limit; L:miit=35 S.ea r ti -`i. l.: .-°ks Category'I"Limit Not Pemai,tteo Category•F"Limit: Not Pe rsitiei Lateral Force Procedure ASCE 7.1 ri Secacn 12 8 2 Equivalent Lateral Force Procedure The Egjh,a':eit Latera':Fo'c !re:.-ei-re"is Deno,:sea a cordino to me pro4 sio'is ot, SCE 7-10 12 3 Determine Building Period ise ASCE'2 8.7 Structure Type for Building Period Calculation: A, Ote-Str„ci:;ra.Systems °Ct°value = C. 2C, °hn":Height from base to highest level = ..--5 r. ft `x'value _ 4a,;5 "Ta'Approximate fundemental period using Eq.12.8-7 : Te=Cr";:;m'xi = 52 sec 'TL`:Long-period transition period per ASCE 7-10 Maps 22-12->22-16 '-.^" sec Building Period'Ta'Calculated from Approximate Method selected = 0 152 sec Cs"Response Coefficient AS -1C Se wT:?2,f 1.1 Short Period Design Spectral Response S DS po = +}.720 From Eq.12.8-2, Preliminary Cs = C 48t °R':Response Modification Factor = 1 5: From Eq.12.8-3&12.8-4,Cs need not exceed = 953 'I":Seismic Importance Factor = From Eq.12.8-5&12.8-6, Cs not be less than = 3.632 Cs:Seismic Response Coefficient = = 0.4797 Seismic Base Shear ASCE -16 Sc�:yn'2,3.' Cs = 0.4797 from 12.811 - ---. {see Sum Wi below? = 3,9:• k Seismic Base Shear V= Cs'W = 1 8; k c Lyver Engineering and Design,LLC Project Title: 7950 SE 106th AVE Engineer: RI Portland,Oregon 97266 Project ID: Project Descr: Pr.:;et 23 MA✓2 . 9 18AM ASCE Seismic Base Shear FiW=C3ilserttLYVERE-MropboxuEAo*t-112019,0-l‘ls.1o1.1.1,4i;s_toii; ;ecs Software... '. ENERCALC.INC 1983-2018,Bu Id 10.18.1213. Lic.#:KW-06pO9286 Licensee:Lyver Engineering and Design,Ito Vertical Distribution of Seismic Forces <SC.E 7•.w Se::,:.'1.1 72 E 'k•:hx exponent based on Ta= - ; Table of building Weights by Floor Levet... Level# WI:Weight Hi:Height (Wi`Hi"k) Cvx Fx=Cvx'V Sum Story Shear Sum Story Moment 2 2 3.5.7 -- . 53 L.'... J.;; ;46.? t `. 2 7E Sum Wi= :s..: k Sum Wi'Hi = 24.-37 k-ft Total Base Shear= - Sr."k Base Moment= `•:-:c.k-ft Diaphragm Forces:Seismic Design Category"13"to"F" ,-s.F 74 r. 12.1011 Level# Wi FI Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force v '4, 1 ,.. 2, t ✓U 2,._ C.;6•. ...`J,.: 1 6.2 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of'Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S o•st*Wpx MAX Req'd Force©Level 0.40'S pe I`Wpx Fpx:Design Force @ Level Wpx'SUM(x->n)Fi 1 SUM(x->n)wi, x=Current level,n=Top Level 7 Lyver Engineering and Design,LLC Project Title: 7950 SE 106th AVE Engineer: Portland,Oregon 97266 Project ID: Project Descr: P,-,e„ 2 ;,AA 20;9 c.2 AI, C1UsersICYVERE-11D"b"IF-ADFI-142019.10-tii9-101-1.114519.101 Caks.ec6. ASCE 7-10 wind Forces Chpt 28, Pt2 Chpt 30, Ftp` softwarecopyrightENERCALC,INC 1983.2018,filuilda018.1213. Lic.#:KW-06009286 Licensee Lyver Engineering and Design,tic Descr n: Wind Force Geee-ation Anaiyticai Values V:Basic Wind Speed per Sed 26.5-1 A,B or C 130.0 mph Roof Rise:Run Ratio 3 2 Occupancy per Table 1.5-1 Ii All Buildings and other structures except those listed as Category I,Ill,and IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 12.0 ft Lambda:per Figure 28.6-1,Page 305 1.00 Effective Wind Area of Component&Cladding 842 Roof pitch for cladding pressure v to_degrees User specified minimum design pressure 10 0 psi Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension ft a=max(0,04`LHD,3,min(0.10*LHD,0.4'MRH)) 3.00 ft max(0.04`LHD,3,min(0.10'LHD,0.41ARH)) Design Wind Pressures Horizontal Pressures.. Zone: A = 33,70 psf Zone: C = 22.40 psi Zone: B = -11.20 psf Zone: D = -10.00 psf e:e.ra(Press,j es Zone: E _ -32.20 psf Zone: G = -22.40 psf Zone: F = -21.00 psf Zone: H = -16.10 psf e-na-Q Zone: Eoh = -45.10 psf Zone: Goh = -35.30 psf ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.6.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to+16 psf, Zones B and D equal to+8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda'Kzt'Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 12.400 psf Negative: -30.400 psf Roof Zone 2: Positive: 12.400 psf Negative: .51.000 psf Roof Zone 3: Positive: 12.400 psf Negative: -76.800 psf Wall Zone 4: Positive: 30.400 psf Negative: -33.000 pet Wali Zone 5: Positive: 30.400 psf Negative: -40.700 pet Roof Overhang Zone 2: -43.800 psf Roof Overhang Zone 3: -72.100 psf 8 , .--_--. . _wm.,)-1 AA - - >3;1-4 P.: _ _ _ EL _ r,.., _ _ , = t/ ' : : __.- S _ _.„ _ ‘ L. :.. 1 I-0 c� r - , , , . ._ ...13,...t... .. . . . t.,:i%:. . ........ef- 6..)„,' ..- 5-- _ . _ _ _ .. .. c, /It.?!,h%.e:t--r /. _ Fzcx__ • ___._ . __-- .mom. . � � - —----- - - -- — ---Ir . PROJECT: DESCRIPTION: LOT-3:4- I .. E CLIENT: 3 4 pt 4—` . e ....... LYVER ENGINEERING AND DESIGNDATEg ENGINEER: r 0 7950 SE 106th Portland, Oregon 97266 PROJECT ►O. SHEET o�+�r � Ph:503.705.5283 Fax:503.482.7449 TroyL©Lyver-EAD.com www.Lyver-EAD.com Q } ')g . Lyver Engineering and Design, LLC Project Title: , 7-, 7950 SE 106th AVE Engineer: Portland,Oregon 97266 . . ri i Project ID: Project Descr: P ,lec z..-.M ' 2:: t 1 05AM File=C 1Users1LYVERE-11Dropbox1LEADF1-112019J0-1119-101-1 114119-101 calcs.ec8 . ltflultiple Simple Beam Software copyright ENERC.ALC.INC.1983-2018,Built10.18 12.13 . Lic.#:KW,06009286 -'7- '..'" Licensee:Lyver Engineering and Design,tic Description : New Deck Roof Framing Wood Beam Design : Ridge Beann Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x10.Sawn, Fully Unbraced UsIng Alt:map:0a Stress Des:gn with ASCE 7-15.:.:2;,'Corr ors Mao'Axs Be,dilg Wood Species: Douglas Fir-Larcl- Wood Grade: No 2 Fb-Tension 903 0 psi Fc-Pril 1 350 0 psi Fv 1'22 2 psi Ebend-xx '.600 0 ksi Density :' 2'7 pcf Fb-Compr 9033 psi Fc-Perp 525 3 psi Ft ".:-f_11 : psi Eminbend-xx 553 C^,ksi Applied Loads : —.5: E--=C.C25,:,' r Trr).F3.:f: Design Summary Max fb/Fb Ratio = 0.859; 1 - , fb:Actual: *. 035 54 psi at 6 030 ft in Spar# , i Fb.Allowable: 1 209.75 psi 1' ''' .,-„, ,,,_ 14;4,..- - _ Load Comb: +D+S,i-Fi ,..„., 4x10 Max fvlFvRatio= 0.21 : 1 12.0 ft fv:Actual: 58 27 psi at 1 1 240 ft in Scan# Fv:Allowable: 207 00 psi , Load Comb: ...D+54.1-i Max Deflections . _ Max Reactions (k) 1_> 1 LC 1 Il_v E .t_i Transient Downward 0 254 in Total Downward 0 335 in LeftSupport 0.24 1 20 Ratio 566>360 Ratio 4-2 >180 Right Support 0.24 1.20 LC.S Only LC.4D+64+1 Transient Upward 3 03.in Total Upward 0 003 in Ratio 9999 Ratio 9999 LC: LC:Wood Beam Design : Edge Beam Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Kowabie Stress Des on with ASCE 7-15 Lcati Combnat,Lns.Majc.r Ax.s BendIng Wood Species: Douglas Fir-Larcn Wood Grade: Nc 2 Fb-Tension 900 psi Fc-Pril 1350 psi Fv -.23 psi Ebend-xx 1600 ksi Density ..1 2'pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft ::75 psi Eminbend-xx 580 ksi Applied Loads '..-''...:-.3:. E --,::05:' S C 0250 k!:.Trp.4 3 iT Design Summary ., .• . ., ... .., Max flaFb Ratio = 0.42S- 1 fb:Actual: 519,52 psi at 6 303 ft in Span# i 4,-- Fb:Allowable: 1209, 75 psi Load Comb: +D+S+H 4.. 4x10 4.,.., Max fv/FvRatio= 0.1i : 1 12 Oft fv:Actual: 29 13 psi at 1:.240 ft in Spar*1 ' _ Fv:Allowable: 207,00 psi Load Comb: ,D-1-s-i-ii Max Deflections Max Reactions (k) 141. 1r § vit Ei-i Transient Downward 0 27 in Total Downward 3 152 in Left Support 0:12 5.3% Ratio 1133>360 Ratio iLe, >180 Right Support 0.12 060 LC S Only LC: D4-SH Transient Upward C 000 in Total Upward 0..000 in Ratio 9 .,cc, Ratio 9929 LC LC' io , Lyver Engineering and Design,LLC Project Title: il..1E 7950 SE 106th AVE Engineer: • Portland,Oregon 97266 Project ID: Project Descr: u tEple Simple Beam File=c:iUserslLYVERE-11DropboxlLEADFl-1t2019J0-1119-101-1.114119-101calcs.ec6 . - Software copyright ENERCALC,INC.1983-2018.Build:10.18.12.13 Lip..* #SW-06009286 : : ' Licensee:Lyver Engineering and Design tip Wood Beam Design : Front Beam Calculations per NDS 2012,iBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design ,,t,ASCE 7-16 Loan Cr r at.,rs Major Axis Bend^g Wood Species: Douglas Fir-Lard- Wood Grade: No 2 Fb-Tension 900 psi Fe-Pill 1353 psi Fv E0 psi Ebend-xx 1500 ksi Density 31 2',pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 5'3 psi Eminbend-xx 580 ksi Applied Loads ., L '_ 41 _- 2C✓ ,5!8.1;?; Design Summary Max fb/Fb Ratio = 0.81',:=• 1 fb:Actual: 835 50 psi at 3 030 ft in Span#1 _` —� Fb:Allowable: I 024 99 psi `. - ..:°.,:=. '. . ,. ''.. .. -.. n _ Load Comb: +D+S+H 6x10 Max fv/FvRatio= 0.1 CU: 1 18.0 ft fv:Actual: 20 67 psi at C 200 ft in Span# i Fv:Allowable: 207 CC psi Load Comb: +D+S+li Max Deflections Max Reactions (k) 1 I. Lr $ w E H Transient Downward 0.283 in Total Downward 0 339 in Left Support 0 12 0 60 Ratio 6'S>360 Ratio >180 Right Support0.12 0 LC S Only LC +D+S+}i Transient Upward 0 000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC LC: Wood Beam Design : Rafter Calculations per NOS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinet,dns Major Axis Berthng Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1.350.0 psi Fv 8,)u psi Ebend-xx 1.600.0 ksi Density 3 .2 pcf Fb-Compr 900.0 psi Fe-Perp 625.0 psi Ft 575 C psi Eminbend-xx 580 0 ksi Applied Loads -. :K. Sz3025'I'ftMyr 20r, Design Summary Max fb/Fb Ratio = 0.437. 1 _ fb:Actual: 438.34 psi at 4 000 ft in Span#1 r a - Fb:Allowable: 1.032.33 psi w.. . _..,. . _,_ _._ --: Load Comb: +D+S+H -, 2x8 Max fv/FvRatio= 0.136: 1 8.0 ft fv:Actual: 28.25 psi at 0 000 ft in Span#1 Fv:Allowable: 207.00 psi Load Comb: +J+S+ii Max Deflections Max Reactions (k) IQ k f< S W E H Transient Downward 0.061 in Total Downward 0.073 in Left Support 0 04 0 20 Ratio 1579>360 Ratio 1 1 >180 Right Support 0.04 0 20 ' LC S Only °..C. +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC LC. t , —7-1 Lyver Engineering and Design.LLC Project Title: [ 7950 SE 106th AVE 1". Engineer: Portland,Oregon 97266 PPrroo jjeectct DIDe:scr: P, ,. ------- —MulFife=CAUsers1LYVERE-11DropboALEADF1-112019.10-1119-101-1.114119-101 caka.ece ,tiple Simple Beam Software copyright ENERCALC,INC.1983-2018,Etoki:10 18 1213 ' Lic..#:KW-06009286 ' - Licensee:Lyver Engineering and Design,fic Wood Beam Design : Existing Edge Beam Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 5,125x12, GLB. Fully Unbraced Lis•ng AhNvab!e Stress Des,gr.wiv-ASCE 7,..'6 Loan Co7t:rata-rs Ma'01 i,,,,J$Benc;ng Wood Species : DF DF Wood Grade. 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 18C.:,ksi Density 31.21 pd Fb-Compr 1550 psi Fc-Perp 650 psi Ft "1'22 psi Eminbend-xx 950 ksi Applied Loads :Alf Lca.t: -2=: 25: 3=0 C25:''=', .2, ic-":', Lnf L-,vat D=-.7..:5°,', 3=3‘C.25:., f: 7 C i. 1.:i Po nt. D=.: ,'`.0.. S= : 2C,IN A 12,'I Design Summary Max fb/Fb Ratio = 0 380• .1 fb:Actual: 1 016 78 psi at 10.400 ft in Span*I E - Fb:Allowable: 2 678.21 psi Load Comb: +D+S+H ;52: 5 125x12 ...,,,,,. Max fv/FvRatio= 0,226: 1 16 0 ft fv:Actual: 68.89 psi at 15.04C ft in Span# 1 - ----I Fv:Allowable: 304 75 psi Load Comb: -O.S+I-f Max Deflections Max Reactions (k) Q L Ls 2 W E H Transient Downward 0 283 in Total Downward 0 340 in Left Support 0.24 1 21 Ratio 678>360 Ratio L'•55 >180 Right Support 0 52 2 59 LC S Only LC 4•D+S-H Transient Upward 3 000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC. LC: !-- 4- rim 7495veors7g1i06nThriAngveand Design,LLC Project Title: Engineer: • i Portland.Oregon 97266 Project ID: • . , I Project Descr: ... ' .. Fr•nte3 2'.MAY ;.)" WColumn File=CliserstLYVERE:itiox-04-lik-T42-071-9716:1-1-1T-iftiliiiiiNift-iftt Caltiwcti: -d oo Software-kii. ENERCALC,INC.1983-2018,Build:10/81213, W-06009286 _- . ; '',. .:=4:•':Z. '' -' t icensee 7 Lyver Engineering and Design,lIc Description: woo:.*-- s:Sippoi,r-),'''7' Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 General Information Analysis Method: Alioevable Stress Design Wood Section Name 6x6 End Fixities Top Free Bottom Fixed Wood Grading/Manut Graded Lumber Overall Column Height E ft Wood Member Type Exact Width 5,50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1 0 Wood Grade Nc.1 Area 30.250 in4.2 Cf or Cv for Compression 1.0 Fb+ 1000 psi Fv 180 psi ix 76.255 ing Cf or Cv for Tension 1.0 Fb- 1000 psi Ft 675 psi ly 75 255 trig Cm:Wet Use Factor 1.0 Fc-NI 1500 psi Density 31.21 pcf Ct,Temperature Factor 1.0 Fc-Perp 625 psi Ciu:Flat Use Factor 1,0 E.Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1700 1700 1700 ksi Use Cr:Repetitive? No Minimum 620 620 Brace condition for deflection(buckling)along columns: X-X(width)axis: Untra:ed An3tn fo;x..x.i,x.s t....-. --.4=13f; K.2.' Y-Y(depth)axis: Urb's.'2J Lel.gtn fc,1-Y-Y Ams Lt•-; =10ft K=2 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 52 450 lbs'Dead Load Factor AXIAL LOADS... Axial Lpaa at 8.0 ft,D=0 240.S= 1.20 k BENDING LOADS,.. Lat. Point Loao at 7 830 ft creating Mx-x W=0,640 E=0.640 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9898:1 Maximum SERVICE Lateral Load Reactions.. Load Combination .,- --' ' ,..,c...,;- Top eking Y-Y 0 0 k Bottom along Y-Y 0 640 k Governing NDS Forumla Camp-I-fv1xx,NOS Eq. 3.9-3 Top along X-X 0 0 k Bottom akxig X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 1.4C3 in at 8.0 ft above base Applied Axial 0.2925 k k-ffor load combination: Applied Mx -3.506 t Applied My 0.0 k-ft Along X-X 0 0 in at 0.0 ft above base Fc:Allowable 237,547 psi for load combination:• a Other Factors used to calculate allowable stresses... ;-.4'S::: Maximum Shear Stress Ratio= 0.07714:1 Bending Compression Tension Load Combination -:-..- 7-)E-,-C o'''. - Location of maxabove base 7.785 ft Applied Design Shear 22,215 Psi Allowable Shear 288.0 psi Load Combination Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location 0.900 0 173 0.04149 P.L‘SS 0.0 ft 00 ?ASS 8.0 ft 1 000 0.156 0.04130 2ASS 0.0ft 0.0 .".-;AS • 8.0 ft +D-Lr--; 1.250 0.126 0.04097 P AS S 0.0ft 0.0t"?.*SS 8.0 ft 4D+S-H 1.150 0.136 0.2097 PASS 0.0 ft 0.0 PASS 8,0 ft +0,-;',750LN0 7501_,+4 1.250 0.126 0.04097 P 4,SS 0.0ft 0.0 PASS 8.0 ft +040.750L+C 750.S-H 1.150 0.136 0.1675 P ASS 0.0ft 00P:,'L,SS 8.0 ft -0-0 80A-4- 1.600 0.099 0.8486 r--;.S.S 0 Oft 0.06612 P;--,S.-'.- 7 785 ft 4-D-L753 .453V+?-1. 1,600 0 099 0.6369 PASS 0.0ft 0.04959 PASS 7.785 ft -0-'0 750S-C 453W-H 1.600 0,099 0.7557 PASS 0.0ft 0.04959 PASS 7.785 ft I", . , , ,) Lyver Engineering and Design,LLC Project Title: 1.... 7950 SE 106th AVE Engineer: • Portland,Oregon 97266 Project ID: Project Descr: hr.nte.: 2r.t:A 2C' G.4iiv:A Wood Column File=c:st uvvERE-1tar >niEarsR-11201910-1\19.101-1.114119.10fcalcs.ec5. mare copyright ENERCALC,INC 19830118.Budd 1018.12.13. Lic.#:KW-06009286 . Licensee:Lyver Engineering and Design,Ito. Description: \"�ood Post Supporting Roof Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress RatioStatus Location -0,50C--....:5 . 1.600 0 099 0,8337 :,"' ,SS 0.0 ft 0.06612 . i-',7-,S 7.785 ft 1.500 0 099 0.9898 •-= ',0',S, 0.0 ft 0 07714 c 7.785 ft -0+3 V J2', E-,---, 1.603 0 099 . 0 8771 S 0 ;ft 0.05 785 Sc 7.785 ft »1.5`'0.4!'; t 1.600 0099 0.9726 C..).0 ft 0.07714 , SS 7785ft Maximum Reactions Note.Only rer-ze-o reactions are listed_ X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k•ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base@ Top +D+ Fi 0.292 40+L+11 0.292 's0+Lr+H 0.292 +D+S+H 1.492 +fl+0.750Lr+0.750L+H 0.292 +0+0.750L+0.750S+H 1.192 +D+0.60W+H 0.384 0.292 3.007 +0+0.750Lr+0.450W+H 0.288 0.292 2.255 +0+0,750S40.450W+H 0.288 1.192 2.255 +0.60D+0.60W+0.60H 0.384 0.175 3.007 +D+0.70E+0,60H 0.448 0.292 3.508 +0+0.750L40.750S+0.5250E41 0.336 1.192 2.631 +0.60D+0.70E+H 0.448 0.175 3.508 D Only 0.292 Lr Only L Only S Only 1.200 W Only 0.640 5.011 E Only 0.640 5.011 H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +O+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+S4H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750141 0.0000 in 0.000 ft 0,000 in 0.000 ft +0+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.842 in 8.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.631 in 8.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.631 in 8.000 ft +0.60D+0,60W+0.60H 0.0000 in 0.000 ft 0.842 in 8.000 ft +040.70E+0.60H 0.0000 in 0.000 ft 0.982 in 8.000 ft +D+0.750L40,750S+0.5250E+H 0.0000 in 0.000 ft 0.736 in 8.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.982 in 8.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Li Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1,403 in 8.000 ft E Only 0.0000 in 0.000 ft 1.403 in 8.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I kyt - Lyver Engineering and Design,LLC Project Title: 7950 SE 106th AVE Engineer: Portland,Oregon 97266 Project ID: Project Descr: Pr•te; !.t%.Y2., e4'P!.. Wood Column Fie;C:ulsewtiYVERE-10rootoxILEADFI-ik2ol9eo-;09-,m-1,114419-101caks.eo6. Software... ENERCAI.0 INC.1993-2018.BuOt10.18.1213. L.lc.#:KW136009286 Licensee:Lyver Engineering and Design,tic Description. =os;SLpp:^gra ac:` Sketches Load 1 0 Lri • 6x6 5.50 in , Lyver Engineering and Design,LLC Project Title: 7950 SE 106th AVE Engineer. Portland,Oregon 97266 Proect ID: Project Descr: 1.1 ------- - r'n::ier:1 cv°<1AY 2C,",c i 49A71. Wood Ledger File CAUserskLYVERE-1Zro EAt>F1-1t20js,1aitts.ial 1114119.101 calcs.ec6 _ SoftwareBind 10.18.12.13 ENERCALC,INC.INC.1983-2018,B101812.13 gmaig' r Y1,�,r.. .,..:', .,`:.. _U;»,� :,,,'. :.. ._ _`C x".i: s, 7z' a,R'" 'j' .,,i-i:;:;:: „,:4- Ggilsee:Lyver Engineering and Design.tic Description: ys F`o:f'C1- ," e, Code References Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 General Information Ledger Width 1.50 in Design Method:ASO(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade: Douglas Fir-Larch, No.2 Ledger Wood Species Yellow Poplar Fb Allow 900 psi G:Specific Gravity 0.43 Fv Allow 180 psi Bolt Diameter 114` in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in Wood as Main Supporting Member Cm-Wet Service Factor 1.0 Width 3.50 in Ct-Temperature Factor 1.0 Wood Species Douglas Fir-Larch Cg-Group Action Factor 1.0 G:Specific Gravity 0.5 C A-Geometry Factor 1.0 <_c_s,sC t`. ,r---1.icy e . Ar aiytioa rrodeact.,a:.q uses-^.'7,spat's to ensu-e that a possrb;e torb;Aators of bolt:ocat,o-and pont toed 4o:auor are evaluated F,ia,resu-ts are ar enve ope solation. Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 10.0 pit plf PIf 50.0 plf pif plf plt Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs 64.0 lbs 64.0 lbs lbs Iii , Lyver Engineering and Design,LLC Project Title: N7950 SE 106th AVE Engineer: li Portland,Oregon 97266 Project ID: ., Project Descr: Y Pr1r:ea .:!MAY 20 c .' r WoodLe dger Fite=CAUserslYVERE-11DropboxlEADFI-1t2019J4-1119.101-1.114119-101calosec6. Software«' ',. ENERCALC,INC 1983-2018,Build'10.18.12.13. Lica-# ION-06309286 �:` � . Licensee:Lyver Engineering and Design,tt+ ,U ,� - �.T. �; Description: New Roof'Dec+r_ec3e, DESIGN SUMMARY Design OK t`; MaximumLedgerBalding YAµ 'slum Bei!Bearing SJm�a.r Do., ;. 3£°S{ c:C,rer,nrl,j Load Combination Load Combination... (for specific gravity&bolt diameter) +D+S+H +D+S+H Ledger,Perp to Grain 4:450.0 ksi Moment 8.889 ft-lb Max Vertical Load 80.0 lbs Ledger.Parallel to Grain 5,603.0 ksi fb:Actual Stress 3.479 psi Bolt Allow Vertical Load 138.839 lbs Supporting Member,Perp to Grain 3,600.0 ksi Fb:Allowable Stress 1,035.0 psi Supporting Member Parallel to Grain 4.800.0 ksi Stress Ratio 0.003361 .1 Max,Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 197.782 lbs ?zi k,rl Le er Shear Load Combination... Angle of Resultant 90.0 deg +D+S+H Diagonal Component 80.0 lbs Shear 40.0 lbs Allow Diagonal Bolt Force 138.839 lbs fv:Actual Stress 11.035 psi Stress Ratio,Wood @ Bolt 0.5762:1 Fir:Allowable Stress 138.0 psi Stress Ratio 0.07996 :1 Allowable Bolt Capacity dote Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination.. +D+S+H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 138.839 Bolt Capacity-Load Perpendicular to Gram Boit Capacity-Load Parallel to Grain Fern 4,450.0 Fes 3,600.0 Fyb 45,000.0 Fern 5,600.0 Fes 4,800,0 Fyb 45,000.0 Re 1.236 Rt 2.333 Re 1.167 Rt 2.333 kl 0.9265 k2 1.143 k3 1.055 k1 0.8847 k2 1.103 k3 1.046 Im .Eq 11.3-1 Rd= 5.0 Z= 778.75 lbs Im :Eq 11,3-1 Rd= 4.0 Z= 1,225.0 lbs Is :Eq 11.3-2 Rd= 5.0 Z= 270.0 lbs Is :Eq 11.3-2 Rd= 4.0 Z= 450,0 lbs II .Eq 11.3-3 Rd= 4.50 Z= 277.963 lbs II :Eq 11.3-3 Rd= 3.60 Z= 442.364 lbs Ulm:Eq 11.3-4 Rd= 4.0 Z= 320.388 lbs Illm:Eq 11.3-4 Rd= 3.20 Z= 506.89 lbs Ills :Eq 11.3-5 Rd= 4.0 Z= 136.037 lbs Ills :Eq 11.3-5 Rd= 3.20 Z= 216.739 lbs IV :Eq 11.3-6 Rd= 4.0 Z= 120.730 lbs iv :Eq 11.3-6 Rd= 3.20 Z= 171.984 lbs Zmin:Bask;Design Value = 120.730 lbs Zmin:Basic Design Value = 171.984 tbs Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain: Z*CM*CD*Ct*Cg*Cdelta = 138.839 lbs Z*CM*CD*Ct*Cg*Cdelta = 197.782 lbs • i j Lyver Engineering and Design.LLC i t 7950 SE 106th AVE i rl 1 ; 1 i Portland,Oregon 97266 11 l ., 1 r Project Title: Engineer: Project ID: Project Descr: i---1 P:nt,t,::t iF le=CAUsers1LYVERE-111)ropboxlEADF1-1\2019J0-1119-101-1.114119-101 caIcs*ct3 . Multiple Simple Beam Software copyright ENERCALC,INC 1983-2018.Build:10.18.12.13 Lac.#:KW-(6009286 licensee:Lyver Engineering and Destg' rt.lic, Description : New Deck Member Framing Wood Beam Design : Deck Joists- Max Span _ _ Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 __ BEAM Size : 2)(10. Sawn. Fully Unbraced Us r,g Aowable Stress Des gn k..,.4tn ASCE 7--,6.,.caJ f....' c nat,,:,-s Ma Avs Eenc:no Wood Species: Hem-Fir Wood Grade: Na 2 Fb-Tension 850 psi Fc-Prli 1300 psi Fv IT:psi Ebend-xx ';.C:::ksi Density 26 84 pcf Fb-Compr 850 psi Fc-Perp 406 psi Ft7,_-',:l'.psi Eminbend-)0( 4-' ksi Applied Loads LI,--0 025: t.ft T t.2 C t Design Summary Max fb/Fb Ratio = 0.947' 1 fb:Actual: 509.10 psi at 5500.R in Span#1 r Fb:Allowable: 537.66 psi Load Comb: +D+S+H 4, 2x10 -'.. Max fv/FvRatio= 0.178: 1 11.0 ft fv:Actual: 30.68 psi at 0 000 ft in Sir.4 ' 7 _ Fv:Allowable: 172.50 psi Load Comb: -D+S+h Max Deflections Max Reactions (k) 2 I Lr 2 V/ E Id Transient Downward 0 129 in Total Downward 0 156 in Left Support 0.06 0.28 Ratio 1025>360 Ratio `8;'4 >180 Right Support 0 05 0 28 LC S Only LC +D*S+H Transient Upward C 000 in Total Upward 0 00C in Ratio 9999 Ratio 9999 LC. LC. . _ . .._.. Wood Beam Design : Mid Span Beam Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Us'ng Allowable Stress Design v.-th ASCE 7-16 Loa:1 Cor,criat ns.Maio;Axis Bending Wood Species: Hem-Fir Wood Grade: No 2 Pb-Tension 850 psi Fc-Pril 1300 psi Fv1 .."'... psi Ebend-xx 1300 ksi Density ,.6 E,. pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft C2',:'psi Eminbend-xx 470 ksi Applied Loads _ Design Summary - -,--z-.. 5.-, -0 Max fb/Fb Ratio = 0.451- 1 lb:Actual: 519 32 psi. at 4 000 ft in Spar# t , —Fb:Allowable: 1 150.22 psi t... 7f,- -,.„ .,, Load Comb: 4D+S+H - .ax to - Max fv/FvRatio= 0,236: 1 8.0 ft tv:Actual: 40 70 psi at 0.000 ft in Spar:# I , . Fv:Allowable: 172 50 psi --- Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 1 kr 2 W E LI Transient Downward 3 062 in Total Downward 0.083 in Left Support 0.18 0 90 Ratio 1381>360 Ratio `."..7.-1 >180 Right Support 018 C SC LC.S Only LC +D+S-,i1 Transient Upward 0.030 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC; LC / , —71 , Engineering and Design,LLC Project Title: 7950 SE 106th AVE Engineer: Portland.Oregon 97266 Project ID: Project Descr: r^see 22 MAY 2015 iG 16k^: Multiple Simple Beam File=C:1UsersILWERE-11DropboxiLEADFt-112o19J0-1119.101-1.114119.101 calcs.ec6 . Software copyright ENERCALC.INC.1983-2018,Build:10.1812-13 . Lie.#:KW-06009286 =5A- licensee:�yver Engineering and 1T3rs+gra«`- "C Wood-Beam Design : Edge Beam Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Wowabre Stress Design with ASCE 7-161.3a. Cc ,:aticns tkla.pr Ax'‘'s Bending Wood Species me:'k-F.- Wood Grade: 'Nlc 2 Fb-Tension 850 psi Fc-Pril +30� psi Fv psi Ebend-xx 1300 ksi Density 26 84 pcf Fb-Compr 85; psi Fc-Perp 40=psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads .. _ :J.2 S=0020 i ,r,,_550f' Design Summary Max fb/Fb Ratio = 0.434• 1 fb:Actual: 495.88 Psi at 5.000 ft in Span l - .__ Fb:Allowable: 1 143.30 psi Load Comb: -,D<S+H 4x10 Max fv/FvRatio= 0.188: 1 10,0 ft tv:Actual: 32.36 psi at 9.233 ".3;,-,anft in # ' Fv:Allowable: 172 50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D t It w E H Transient Downward 0-104 in Total Downward 0'24 in Left Support 0 14 0 6€ Ratio :157>360 Ratio _ >180 Right Support 0.;4 0.69 LC S Only LC *D+S+H Transient Upward 0-000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC. LC. E e - . _ 11: - S .. = & Vim _ 12- o:_ : : , t ` r . Prom----.:- 6 V - __ . • VW, _ - ti.__.._... E PROJECT: E DESCRIPTION: CLIENT: 1 i`;�- LYVER ENGINEERING AND DESIGNDATE' ENGINEER: _- 7. 0 SE 106th Portland, Oregon 97266 PRO i CT tNO. SHEET: Ph:503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.com /r` !S 0 1 ZO Simpson Strong-7 re'Wood Construct,00 Connectors SIMPSON MPBZ Moment Post Base (cont.) • Concrete Allowable Lads Kond Assembly A±,00vab'e D mens"sans Lads;DF!SP; 1uei ;cen:n� n' Sirorn-Drive iii Moment k1 K ff',� - co No. uolUnei SD,.Screws Uplift tataratF• Staft•trss Ltirr Size c `ft'lb+ Dewnioad Download Moment t n Ib,r Ref U Y:•' ,100`.. 15Oi ZM 1h 0i rad.t W1 ' ml,tacked "ra_ke Unc=a;xec Cra.rwes Unc:acieri :tacked t'4iO, tL tion-Remfxced Conc+ete to Mad end Seismic Design Category•A8$ CD Seismic Design Category C-F • 1777:: 77- ._ '- ....psi,w'..*.....•.i.,,.:r........+-..� ._ -}rra . ...mow• ._ _ - - _ 11 Re,nfc:ced Ccrcrete Wind and Seismic Design Category AU Seismic Design Category C-F SECTION C r _ i• !t - t • . f y I e 3S -12f 11 81 embed.widencdn.neUpdf!plus/ssttoolbox/pb06m0oh7o/C-C-2019-p080-081,pit 2/2 2 Lyver Engineering and Design,LLC Project Title: Ii 7950 SE 106th AVE Engineer: —..qPortland,Oregon 97266 Project ID: Project Descr. _ _ P-uaee 23 MAY 20'9.,i 25AM —__ __ Pole Footing Embedded in Soil Re=C' t.''' '11Df0pb0xtLEADF1-1 '9Jaii19-i01-1.11a\19-ia1calcs.ecs. Software copy'»M ENERCALCINC.1983-2018.Bw.a 1018.12.13 t_ic.*:.KW-06009285 Licensee':Lyver Engineering and Design,tic' Description: PIER FOO NG Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General information Pole Footing Shape Pole Footing Diameter 33.: in _..c& ' ,..-c•_:' "c- _;.at.e Presc::'cg Allow Passive 253.2 Pd Max Passive -C.psf point Load Controlling Values Governing Load Combination: +D+0.70E+0.60H Lateral Load 0;.445;:k Moment 3 564 k-ft 4 io Pressures at 1/3 Depth Sci,Surface :i NC lateral restraint_ t Actual 311.081 pat • tri Allowable 311.752 psf i in Minimum Required Depth 3.750 ft Footing Base Area -�'3 ft"2 Maximum Soil Pressure _..; ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) VerticalLoad (k) D:Dead Load C.0 k k/ft 0 24';k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow 30 k k/ft '.23 k W:Wind : ,4:` k k/ft k E.Earthquake -40 k k/ft k H:Lateral Earth k kift k Load distance above TOP of Load above ground surface ground surface _ ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psi) Alow-(pat) Fader .) 0 033 _ T::.?, 213 0 2 3 0 1.000 -:;.:,-h 0.303 _ ... C.13 v. (.2'3 1000 *D*Lr,.,-1 loco 3.13 0; 0L' 1 000 -'C'''S^ti 0 300 55`- 2'.13 13 ll c2 1.003 3+C;7 50:.•+0.752"•_*Hi 0 000 0.0;,3 3.13 4I 0 0 0 1.0000 -C ✓3L4 ;5:3- , 3.030 0 002 0 13 it 1.303 44:43 534+14 0.384 3.0'2 3.63 253.1 25 0 1 303 -:4,"53Lr+1 45,-M+ice 2 288 2134 125 283 5. 205 5 1,333. k- ,-L 53S-0 452 A--1-' 3.288 2 304 3 25 283.5 255.5 1 003 22 , Lyver Engineering and Design,LLC Project Title: 7950 SE 106th AVE Engineer: Portland,Oregon 97266 j ProProjectect DeID:scr. �. . P fi•04Y 2C1c 254,1,' P 1 Footing Embedded in SOHFIe=C:,Users6LYVERE-1'Drop'aox1LEADR-112019.10-1119-101-1114119-181c cs.ec6. Software copyright ENERCALC,INC 1983-2018.Build 10 18.12.13 1...ic.1t:KW-06009286 Licensee:Lyver>E~ngineering and Design.iic Dip : PIER FOOTING "'v 6Cf,:'.',J.6C ,--C''-K :334 .J-'. 6' 7,.^. 2'3 1 2?-:.. Ji.r +i+, _.t--^;517,h :4 2 _58z g-: 211 ' 31" p 1 :3 v s.,.,'z., 5::,,.,.4-2.vE- C 333 s iii .:5.. . .. 2"v 1.v -w:6)::,'-.0'a 41- 44 584 ..-^ moi' i Li'^. ',C.,_ IM