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Report (10) s ,vc4 — 04?*- 1 2-Fri f carina •• •• : . . Ili IVUNTEANING. •• CONSULTINGIENGINEER • • • • • •• • • • •• • • •• • • • • • • 3204 NE 166th Avenue i Vancouver,WA 98682 ••• ••• ••• • ••• • corinamacomcast.net i 503-313-3011 ••• ••• • • •• •• Lateral Analysis • ' • • • • For .:. MEWED Riverside Homes — Plan 2626 A w-c 2OF0 2016 Walnut Ridge Lot 6—12881 SW 133rd Ave BUILDING D Tigard, OR 97223 � Y T�G.4 May 29,2016 ((?*to PRore. NFA` o v► 49 8PE '2 2 CC r OREGON "AIA MUW Expires: 1,2'31.1(P Job No:15106 * * LIMITATIONS * * * ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 — L- 17 • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • 00* • • •• • • • • • • • • • • • • • • • • • • I • • •• • • • • • •• •• • • • • • • •• • • ( • • • • • • •• • •• • • • • • • • •• • • • • • • ••• ••• ••• • ••• • ••• ••• • • •• •• • • • • • • • ••• ••• •• • • Lateral Analysis : •:• • • For Riverside Homes — Plan 2626 Job No:15106 * * * LIMITATIONS * * ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 — L-17 • S. •. •• • • • • ••• • . • •• •• •• •. . •. •• . •• •. • • • • • Corina • • •• •• • • • • • • . . . . . . • • • • MUNTEAN�INC. • • • • • •• • CONSULTINGIENGINEER .. • . I • • • •• • • 3204 NE 166th Avenue I Vancouver,WA 98682 corinam�alcomcastnet 1503-313-3011 •.. ••• . • .• •• STRUCTURAL DESIGN CRITERIA ••• • Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) Dead Load: A. Roof 15 psf B. Floor 10 psf C. Exterior walls .10 psf D. Interior walls with gypboard each side 5 psf Snow Load: A. Uniformly distributed snow load 25 psf Floor Live Load: 40 psf Wind Load:based on ASCE 7-10 CH27 MWFRS Directional Procedure A. 3 Second Gust Wind Speed V=126 mph B. Importance Factor 1=1.0 C. Exposure B D. Topographical Factor .Kzt=1.0 E. Wind Directional Factor .Kd=0.85 F. Structure classified as -- enclosed 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 sec. period 51=0.34 C. Ductility Factor ...R=6.5 D. Seismic Design Category D Foundation Soil Properties: A. Undisturbed sandy silt per IBC 20012 Table 1806.2....Soil Class#5 B. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 3000 psi B. Reinforcing bars ASTM A615, Grade 60 • •. •. .. . • . • •. !III • • • :•• . • .. . . •• • . • ••. coring • • • • • • MUNTEI�N� c IIICONSULTINGIENGINEER 626 Ily:� •• •3204 NE 166'"Avenue Vancouver,WA 98682batt�OV 2045 Sheet• L• ,2 ••• connam(0comcast ver I 503-313-3011 ••• ••• •••••• ••• . • •• .•. • . . SEISMIC DESIGN BASED ON ASCE-7-10 900 ••• •• • • • •.• • • 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R Ss mapped spectral acceleration for S 1.00 S, •- shortperiods(Sea 11.4.1) from USGS web site Ss mapped spectral acceleration for Si:= 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 := 1.8 Site Class D SMS Fa'Ss SMs = 1.1 (Eq.11.4-1) SMi Fv•S1SM1= 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 SOT =3' T SDI = 0.41 > 0.20g D per Table 11.6-1 1.2 SDS WOOD SHEAR PANELS R:= 65 Table a52.2 V:_ W R 1.2.0.73 V:= 65 W V:= 0.135•W 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.4-3 with redundancy factor=13 per 12.342) WSD:= 0.7•E 0.7.1.3.0.135W 0.123•W WOOD SHEAR PANELS • • • . • • • • • • • . • • • • • • •. •• • • • • • • .•• • • .• • • • . • • • • ' 111 coring • • • MUNTEANtlNC Co NOULTI NC EN CI NEER .: P,Jag262?• .•. .: • •• S. •• •• • • • •• • • •• • •• • •• • •• • •• •• • • • • S. •• • •• • •• • •• •.• • • ••• • • • • corina • • • • • • • • • - MUNTEANfIN�c •• CONSUtTI NGI E NCI NE ER •. ilar1262 •. .•• •• .•• 3204 NE 166'"Avenue Vancouver,WA 98682 • Jop1Ve 151Q6 Qy.GM • ••• corinamOcorncast net 503-313-3011 •a:. C :NOV ta15 theet • ••• • ••• • • • • •• •• • • • •• • • •• • ••• 0.0 .• • • • •• • • • • • • • WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qZ:= .00256•KZ•KZt•Kd•V2•I (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) V35:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 9,:= .00256•KZ•KZt•Kd•V3,2-I qZ= 19.69 (varies/height) 15-20' K := 0.62 qz:= .00256•KZ•KZt•Kd•V3,2•I 9Z= 21.42 20'-25' KZ:= 0.66 q,:= .00256•KZ•KZt•Kd•V3,2•I qZ= 22.8 25-30' KZ:= 0.70 qZ:= .00256•KZ•KZt•Kd•V3,2•I qz= 24.18 .. I:Ser.::: . . . ..ii :i . . . . .coring • I • • • MUNTEAN��N CONSULTINGi ENGINEER 11111111111 3204 NE 166.Avenue 1 Vancouver,WA 98682 :Job Cio:15106 Bye CMI . • • corinam®comcascnet 1 503-313-3011 t,,r� •�.1 L-4 ••Da L6•:Kov2V1•eShBet: •• • ... •••• • • .. .. • •. . . . • •. ... ... .. • • •• ..• . . WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= q2•G•CP G:= 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 01-15' WINDWARD PN,:= 12.4•psf•0.85.0.8 PW= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 5.27 psf 15-20' WINDWARD PH,:= 13.49•psf•0.85.0.8 PW= 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 PL= 5.73 psf 20'-25' WINDWARD PW:= 14.36•psf•0.85.0.8 PW= 9.76psf LEEWARD PL := 14.36•psf•0.85.0.5 FL= 6.1 psf AT ROOF 01-15' WINDWARD PW:= 12.4•psf•0.85.0.3 P,= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL= 6.32 psf 15'-20 WINDWARD P„,:= 13.49•psf•0.85.0.3 PW= 3.44 psf LEEWARD PL. := 13.49•psf•0.85.0.6 FL = 6.88 psf 20'-25' WINDWARD P,,:= 14.36•psf•0.85.0.3 PW= 3.66 psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 25-30' WINDWARD PW:= 15.23•psf•0.85.0.3 PW= 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf • •• ••• ••• •• •• • •• ••• ••• • • •. • •• •• •• •• • •• •• • • • •• •• • • • • • . corina • • • • • • • • • • MUNTEANt N • • CONSULTINGIENGINEER •Fla n•2626 • • • •• •:Joe a151d6$y s<M • •• �•• 3204 NE 166'"Avenue Vancouver,WA 98682 • • • • • • • corinam(a�comcast net 503-3!3-3011 •••Date•:•ov 201°5 Shg9t •••�_ ••• ••• • • •• •• • • • • • • • ••• ••• •• • • • • • WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. • 3.44 6 Assume Cp-0.3 psf pe A := 35 8.5 ft 7 8ft —` 9.17 psf 6.1 psf 1111 Mean Roof Height 18+ 25 2 = 21.5 Loads at Roof roof-max roof-ave Windward 3.44•psf•8.5•ft= 29.24 plf 3.44•psf•5•ft= 17.2pIf Leeward 6.88•psf•8.5.ft= 58.48pIf 6.88•psf 8•ft= 34.4 plf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72pIf 8.43•psf.8.5.ft= 71.66pIf Leeward 5.73•psf.4.ft= 22.92pIf 5.73.psf.8.5•ft=48.71pIf • •• ••• •• • • •• • ••• • • • • ••• • •• •• •• • •• •• • • • coring " • " • • •• III .•• •• • •• . . .• . • MUNTE/\N�ir�c : : : : CONS U LTI NGI ENGINEER • • • • • •• 3204 NE I66'"Avenue�Vancouver,WA 98682 •• • • . • • • •• • • • • • • • ••• corinam�acomcast net 50331330;1 stip �r�M •_ • • • rS• • T r + 1 I ••• • • r& . i e 14"rI I • • I VI 11‘tiliot • • • • EMI 112111 i I ! i i 1 - r 1 r if 1- _ 0 0 Q 111 1 0 ❑ 1 I .rte to il II rI L -IT 1 J I • ` O . cH Y : L ::J0 l."---H 10/ , • W;Vi -L."- ❑ +�••SS.• I Cal IN •••:• • • 0 MA .1i II I •• •• •• • • . • •• • • • • • • • • • • • • • • coring • • •• ••• • ' •• •• • • MUNTEAN ,N, • . • CONS U LTi NGI ENGI N EER • • • • • •• 3204 NE 166.Avenue I Vancouver,WA 98682 •• • •• • • • • •• • corinam(alcomcastnet 503-3133071 • • • • • • • • • • •,• • • • • L,7• ••• ••• ••• • ••• • s•• ••• • • •• •• • • • • • • I ••• ••• •• • • • • • ••• • • • 4r" 7011144 on 112311 0 ❑. �`� 0 MOM 2 SMING PLAN ••aur-e- • • •• •• ••• • •• •• •• ••• • •• •• • •• • •• •• • • •• • •• •• coring " •" " ..• . . •. . . • • . . MUNTEANIN •• •• •• :.' CONSIl LTING+ENGINEER is hr7 k/vci 3204 NE 166^Avenue I Vancouver,WA 98682 mrinamlcomcast.net 1 503,313,3011 j1•j ` • •4• ••• • 8 • .i:.• • 41 ==- a I I ••• ••• • •• ,•5• / , , • • • •• • .... •• •••• • • • � • • • .„ • • • • • •• II 4J II 11 11 ek 11 I I ' N 4 91 rr11 1 1 A, ii, IF 1 J A. .,1, , ,u 8 Ili ii I r t it I II iii r---1 .........: ' � L_J a ..-1) N i j _s__..jtg, 0 r.-; __. T 11 rr 0 IL r Ir Ill r rt II I II 1 11 f`a4,4 o II I-_u I 1i I ________ __ 11. IM/ r V— IS 1 1 •• •• •• • • • • ••i9e! • • • • • • • • • • • •rina •• •• • • • • • •• • •• • • • .MUNTEAN� roc : : :•' CO NSU LII N CI ENGIN EER 3204 NE)66.Avenue I Vancouver,WA 98682 •• ' ' • ' ' •'•' • " '• L-9 corinamcorncast.net � 503-313 3011 • • • • • • • •• �al Qr rO v • • • •r.r r • • • • Y • • ■y/l 7. --NEE.r 1�ll X— ' 1 KITCHEN I' � NOOK 1� GREAT ROOM II P7I 11 II8 L Lit [ i NV-I __. IIa M !11 C f TI—t _ r .1 1 III 1 I 1 i I I L I I 1 1 1 t .....� s ..m... . OININO I ^ ROOM I I O ,/�,S/\J..9._, •�—"Ne sax msj lli ATvpicAL (I STAJR —op>t411.,,, ri L I r 1 ! i FOYER 1 ——— /,It fll�— II. 1111111' _ S? I ti t tO rk.. t Iii&' 111C0 • •. .. •. . . • •. •.. . . .•. •••. •. . . • . coring ••• •• •• ••• • . •• • . • • • MUNTEAN� ��c ... . . ..• . . .• • . . . . . .. CONSULTING1ENGINEER . . . .. 3204 NE 166'"Avenue I Vancouver,WA 98682 .. . . . . . . .. . connarnRcorncast net I 503 313 3 011 • ••• •• • ••• • •• •• •• L-10 • •.. . • • . • . • •.. •. . • • •. . ••• ••• ••• • ••• . ••• ••••• . . .. .. • • • • ciscci E313"744 111111 1 a a 1 1 w 1 1 r r r I 1 r I 1 1 1 ;1 I 1 �N� 1r 6.10 ' ti i1 1 1 I, 111 1 1 1 b 1' 1 1070 O.N. i1 i i GARAGE ODOR • :•• :•• •• • . . . •. • • . ••• •• • • . •. • •• .•.. . • ••• . •. • •• canna • • • ••• •• •• ••• • • MUNTEAWNC CONa ULTINC'ENGINEER • • Flag 2626 • •• • • :Jdl4,l'1o:a51 6 B6(:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 • •• •' Dat6:Nov 21:1155 S�hB+et L-11 corinam(a)comcastnet 503313-3011 •• ... ... ... • ... • ... ... • . .. .. • •. • •. •. • • .•. •.• •. • • SHEAR WALL DESIGN •• .;. . • Pdi Pdl 4.' Wdl 4' / V Imo_ p (v) P:= wind V:= seismic h ,r 1 L R=Holdown Force Based on 2012 IBC Basic Load Combinations 16053.1 0.61)+ W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mot:= P•h Resisting Moment: Mr:= 0.6. (L)2 + Wwall)•(2 2 + •0.6•Pdi•L Mot— Mr Holdown Force R:— L • •• S. ••• •• •• • •• •.. .•• .•. . . •. . •. •. • •• •• • • . •• •• • . • • • • A'7'co��rlina • • • • • • • • • • MUIViEA1 iN • • • • • • • .. CONSULTINGIENGINEER • • plan 2,¢26 • •• 'Jct.lgQ:15106 3204 NE 166'"Avenue I Vancouver,WA 98682 : •: .1%u:N•Ov 2015:She:e ti L-12 connam(a7comcast net 503-313 30U ••• ••• ••• • ••• • ... •.• • • •• •• • . • • • • • •.• ••• •• • • • • • ••• • • Left Elevation Exterior Walls Second Level Wind Force P:= 1700•lb P= 170016 Length of wall L:= 15•ft + 19•ft L= 34ft P Shear v:= L v= 50plf A 15 Overturning Mot:= P•8•ft Mot= 6000lb•ft 34 Moment Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•8•ft)•(152)2 + 0.6.600•Ib•15•ft Moment Mr= 280125lb•ft Mot— Mr Holdown = —1467.5 lb Force 15•ft Maln Level Wind Force P:= 4400•Ib P=44001b Length of wall L:= 3-ft+ 5•ft+ 3•ft+ 15ft L= 26ft P Shear v:= L v=169.23 plf B 3 Overturning Mot:= P•9•ft•— Mot= 4569.23lb•ft Moment 26 2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17•ft)•(32)+ 0.6.800•Ib•3•ft Moment Mr= 2587.5lb•ft Mot— Mr Holdown = 660.58 lb Force 3'ft • •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • ••• •• •• ••• •• •• •• •• corina • • • • • • • • • • • • • •• •• • •• MUNTEAWNC CONSULTINC!ENGINEER Flap2626 • :J8a no:15106%•CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 : •• •• lAta•Nov 2b15';heet L-13 corinam(alcomcast net 15O3-313-3011 ••• ••• ••• • ••• • ••• • • • • •• •• • • • • 000 ••• •• • • • • • • • • Front Elevation Exterior Walls Second Level Wind Force P:= 2859•Ib P= 28591b Length of wall L:= 5•ft•2 + 3•ft•2 L= 16ft P Shear v:= L v= 178.69 plf B 3 OverturningMot:= P8-ft.- 16 Mot= 4288.5 lb-ft Moment Resisting Mr•:= 0.6 (15 psf-4.ft+ 10 psf 8-ft)• (32)2 + 0.6-600.1b 3 ft Moment Mr= 1458lb.ft Mot- Mr Holdown = 943.5 lb 3.ft MSTC4&B3 Force Main Level Wind Force P = 3680.1b P= 3680 lb Length of wall L:= 2.25-ft+ 2.25-ft+ 2.25-ft L= 6.75{t 2.25-3.5= 7.88 P Shear Wind v:= L v= 545.19plf E 2.25 Overturning Mot:= P•7.88-ft•6.75 Mot= 9666.13lb•ft Moment Resisting Mr:= 0.6•(15•psf•4•ft + 10.psf•8•ft)• (22 2 2 ft) + 0.6.800•Ib•2.25•ft Moment Holdown Mot- Mr = 3721.56 lb Mr= 1292.63lb-ft Force 2.25-ft HIM • •• •• •. • • • • •• ... • • • • • • • • • • • • • • • •• •• • • • • • • •• • •• •• • • a • coring • •• • •• • •• • • • • MUNTE/�Nt roc • • •• CONSULTINGIENGINEIII ER Plan 2626 • • jC�N�:' 106�f�:CM•• • t •• L-14 3204 NE 166'^Avenue Vancouver,WA 98682 • • Dee:Na 2415 Sheet• corina v®comcast net i 503.313-3011 • •• • • • • • • ••• ••• ••• • ••• • ••• ••• • • •• •• • • • • • • • ••• ••• •• • • Right Elevation Exterior Walls '•' • • Second Leve/ Wind Force P:= 1700•Ib P= 1700 lb Length of wall L:= 3•ft + 6•ft+ 10•ft L= 19ft P Shear v:= L v= 89.47p1f A 6 Overturning Mot:= P•8•ft•— Mot= 4294.74 lb•ft Moment 19 (6•ft)2 Resisting Mr: 2= 0.6•(15•psf•17•ft+ 10•psf•8•ft)• + 0.6.600.lb•6•ft Moment Mr= 5778Ib•ft Mot— Mr Holdown = —247.21 lb Force 6•ft Mal)Level Wind Force P:= 4400•lb P= 44001b Length of wall L:= 15•ft+ 5•ft+ 4•ft L= 24ft P Shear v:= L v = 183.33pIf 5 4 Overturning Mot:= P•9•ft•24 Mot= 6600lb•ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10.psf.17.ft)• 2 + 0.6.800•Ib4•ft Moment Mr= 3960Ib•ft Mot— Mr Hoidown = 660 lb Force `I'ft . . • . . . ., . .2662 . . . . • . . . .. .. . •• . . • • ... •. . .• • . . •. coring . • • • • • • • I MUN TEAN . . . • . . .. CONSULTINGIENGINEER • SI 111 • •;Iano66.262 • •• • . 4 ' �ae:1p1o6 sy;CM 3204 NE 166'"Avenue I Vancouver,WA 98682 • • 'Dade• Iov 20 5 S Leat L-15 corinam(alcoutcastnet I 503-313-3011 • .. • ... ... ... . ... . ..• •.• . . .. .. • . • . • • . ..1 •.• •• . • . . • .1• • • Rear Elevation Exterior Walls Second Leve/ Wind Force P:— 3043•lb P= 3043 lb Length of wall L:= 8•ft+ 7•f. L=15ft P Shear v:= L v = 202.87 p if 5 7 Overturning Mot:= P•8•ft•— Mot= 11360.5316 ft Moment 15 Resisting Mr:= 0.6 (15•psf•2•ft+ 10•psf•12•ft)•(72)2 + 0.6.600•Ib•7•ft Moment Mr= 4725lb•ft Mot— Mr Holdown = 947.93 lb Force 7-ft MSTC4O Maln Level Wind Force P:= 4303.1b P= 4303 lb Length of wall L:= 3•ft+4•ft+ 3.5•ft L= 10.5ft P Shear Wind v:= L v=409.81plf D 3 Overturning Mot:= P•9'ft•— Mot= 11064.861b•ft Moment 10.5 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• (32)2 + 0.6.800•lb•3•ft Moment M Holdown Ma Mr 3082.2916 Mr= 1818Ib•ft Force aft HTTS ••• •••• •••• •••• • ••• . .. •• • • • • • •• •• • • • • • • S.. • . .. • • • • Gonna • • • • • • • • • • MUNTEANtftic •• CONS U LTI NGI EN CI N EER • • 1:115i 262.6 •i ••• 3204 NE 166'"Avenue 1 Vancouver,WA 98682 • • JgWNQ:•I1 06 Bit:CIS•• corinamacomcascoet 503-313-3011 • •• O ,to.A0•2M%1L.alt.• L-16 ••• ••• • • •• •• • • • • • Interior Shear Walls at Garage • •• ... ••• •• • •• • • ••• • • Main Level Wind Force P:= 3797•Ib P= 3797 Ib Length afwall L:= 12•ft L= 12{t P Shear Wind v:= L v= 316.42 pif C Overturning Mot P•9•ft Mot= 34173Ib•ft Moment Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)•(122)2 + 0.6.1200•Ib•12•ft Moment Holdown Mot Mr =1371.75 lb Mr= 17712Ib•ft Force 12.ft HTT5 • • • •• •• • •• • •• •• • • •• •• •• •• •• •• coring .• • • .• .• • • • • •MUNTEANItI N CONSULTINGIENGINEER • • •PIa%2626 • •• • los jib:rim 5s4 GM 3204 NE 166'"Avenue I Vancouver,WA 98682 • •: ••Dae:alov 20:5 ae:t: L-17 corinarr comrcast net 1 503 313 3011 ••• 555 •11• • ••• • ••• •0• • • •• •• • • • • • • It ••• ••• •• It • WIND ON PORCH ROOF • .•. • . 126 MPH,EXP 6 w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 plf .r D / • / 11 11 II Ii II II li M II L IIT U II ii 11 1 I 1 �� iii I DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11•ft w•L2 M 2 M= 3987 Ib ft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C= 398.71b L 12 SDS 1/4x21/4 screws(min)x 172 lbs=2064 in combined withdraw w•L Nail top and bottom chord of first truss to wall with v p v= 72.49 pIf (2)16d nails at 16"o.c.(web to studs)