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Report (56) tic STikol e - I31xo SWia-rl-'r c°rina 1 V UN e TEAN,H NC. '- CONSULTING'ENGINEER 'JUN 2 t ?016 0 Ole Qfi 3204 NE 166th Avenue I Vancouver,WA 98682 corinam®comcast.net 1503-313-3011 Lateral Analysis For Riverside Homes— Plan 2885 5 Walnut Ridge Lot 8—13320 SW Doe Ln Tigard, OR 97223 May 29,2016 �� PROp4 ,�C' Neto s'o d9 SPE 'Q y. ,cc OREGON I N, tz,1q 32 �',IVA MOAN Expires: 1,2.31.142 Job No:15116 * 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- 15 Lateral Analysis For Riverside Homes— Plan 2885 Job No:15116 " " ' 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- 15 Corina N/UNTEAN�INc. CONSULTINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinamaa comcast.net 503-313-3011 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 5. 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 S1=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 corina MUNTEANti NC CONSULTINGIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 corinamOcomcastnet 1503-3133011 SEISMIC DESIGN BASED ON ASCE-7-10 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 SS := 1.00 short periods(Sec.11.4.1) from USGS web site S5 mapped spectral acceleration for Si := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) F4' 1.1 Based on Soil Fv Site coefficient(Table 11.4-2) Fv:- 18 Site Class D SMS F4•S5 SMs = 1.1 (Eq.11.4-1) SM1 Fv•Si 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 SDI := 3'SMI SDI = 0.41 > 0.20g D per Table 11.6-1 1.2•SDs WOOD SHEAR PANELS V:_ W R:= 6.5 Table 9.52.2 R 1.2.0.73 V:= =6.5 •W V: 0.135•W 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.4-3 with redundancy factor=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS corina MUNTEANt,Nc CONSULTING'ENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 corinam(a)comcast.net 1503-313-3011 Date:Nov 2015 Sheet L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND MIL 11 — 7.4 psf psf 1111 Wind Kase ( Shear Length L:= 52-ft Height Ht:= 24-ft WIND:= L•Ht.(11.psf+ 7.4.pan SEISMIC WIND= 22963.2lb Fr Wroof F2 - — Wfloor Wwall Seismic: base Shear Aroof 52•ft•40•ft Aroof = 2080ft2 Afloor 43•ft•40•ft Afloor= 1720ft2 WwaIIs 4.52•ft•20-ft Wwalis = 4160 ft2 SEISMIC:= (Aroof'15•psf+ Afloor•15•psf+ Wwai s•10 psf) 0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN corina MUNTEAN�IN`. CONSU LTI N GI ENGINEER Plan 2885 3204 NE I660'Avenue I Vancouver,WA 98682 Job No:15116 Sy:CM coonamCalcomcast.net i 503-313-301 Date:Nov 2015 Sheet L-3 WIND DESIGN IS EASED 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) 1/35:= 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 qz:= .00256•KZ•KZt•Kd•V3,2•I qz= 19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd•V3s2.1 qZ= 21.42 20'-25' K,:= 0.66 q7:= .00256•KZ•ICA•Kd•V3s2•I qz= 22.8 25'-30' KZ:= 0.70 qz:= .00256•KZ•KZt•Kd V3s2•I qz= 24.18 III coring MUNTEANtiNC. CONSULTI NGI ENGINEER Plan 2885 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Job No:15116 By:CM connamgcomcast.net 1 503-313-3011 `'F L-A Date:Nov 2015 Sheet WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 9Z•G•CP G:= 0.85 Gust factor C, pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD P„,:= 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 P„,:= 13.49•psf•0.85.0.8 P„,= 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 PL = 5.73psf 20'-25' WINDWARD P„,:= 14.36•psf•0.85.O.8 P„,= 9.76psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD P„,:= 12.4•psf•0.85.0.3 PW= 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 P„,= 3.44 psf LEEWARD PL := 13.49.psf•0.85.0.6 PL = 6.88psf 20'-25' WINDWARD P„,:= 14.36•psf•0.85.0.3 P„,= 3.66psf LEEWARD PL:= 14.36.psf•0.85.0.6 PL = 7.32 psf 25'-30' WINDWARD P,„:= 15.23•psf•0.85.0.3 P„,= 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf 111 coring MUNTEANtiNc. CONSULTINGIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-5 corinamRcomcastnet{ 503-313-3011 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. o.44 Assume 88 Cp-0.3 psf6. 0 := 35 iSo. 7Cp--0.6 8 ft 9.17 1 .1 PO6.1 PO Mean Roof Height och,. 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf•5.5•ft= 18.92 plf Leeward 6.88•psf•5.5•ft= 37.84 pIf 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 V4417 1 vS Roof A ONN!) L-6 r + , II II II II II11. 11 ktill 91 +I 47 I I I1 1 I II 711.11.1111611111111 0 `n PRE. MFG. 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G ir141. *414016. corina MUNTEANti NC CONSULTING1ENCINEER Plan 2885 Job No:15116 By:CM (� 3204 NE 166'"Avenue Vancouver,WA 98682 Date:Nov 2015 Sheet L-9 corinarnacomcast.net S03-313-3011 SHEAR WALL DESIGN Pdl PdI Wldl _ 0,0 P:= wind V:= seismic h } R=Hol down Force Based on 2012 IBC Basic Load Combinations 1605.3.1 0.6D+ W (Equation 16-11) 0.6•D+ 0.7E (Equation 16-12) Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6•(Wdl + Wwan)• c2 + 0.6•Pdl•L Mot Mr Holdown Force R:_ L corina MUNTEANtiNC CONSULTINGIENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet L-10 connamacomcast.net 503-313-3011 Left Elevation Exterior Walls Second Level Wind Force P:= 2260.1b P= 2260 lb Length ofwall L:= 5•ft+4•ft+ 19•ft L= 28ft P Shear v:= L v= 80.71 plf A 5 Overturning Mot:= P•8•ft•— Mot= 3228.571b•ft Moment 28 Resisting Mr:- 0.6•(15•psf•2•ft+ 10•psf•8•ft)• (52ft)2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Mot— Mr Holdown =120.71 lb Force 5ft Maln Level Wind Force P:= 4660•lb P= 4660 lb Length of wall L:= 14.ft+ 10•ft+ 8•ft L= 32ft P Shear v:= — v= 145.63pIf B 8 Overturning Mot:= P•9.ft•32 Mot= 10485lb•ft Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+10.psf.17.ft)• 2 + 0.6.800•Ib•8•ft Moment Mr= 7680lb•ft Mot— Mc Holdown = 350.63 lb 8'ft Force IIICorina MUNTEANL'iNc- CONSULTINGJENGINEER Plan 2885 Job No:15116 By:CM 3206 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 1 corinam�lacomca st.net I 5O3-313-3011 Front Elevation Exterior Walls Second Level Wind Force P:= 2373•lb P= 2373 lb Length ofwall L:= 3.5•ft+ 3•ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= — v= 175.78pIf B L 35 Overturning Ma:= P•8'ft•— Mot= 4921.73Ib•ft Moment 13.5 (3.5•ft)2 Resisting Mr:= 0.6•(15.psf•4•ft+ 10.psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft Moment Mr= 17745lb•ft Mot— Mr Holdown = 899.22 lb Force 3.5 ft MSTC4853 Main Level Wind Force P:= 2988•Ib P= 2988 lb Length of wall L:= 2.25•ft+ 2.25•ft+ 1.5•ft+ 1.5•ft L= 7.5ft 2.25.3.5 = 7.88 P Shear Wind v:_ — v= 398.4pIf D L 2.25 Overturning Mot:= P•7.88•ft•75 Mot= 7063.63lb•ft Moment (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•lb•2.25•ft Moment MOtMr Mr= 1292.63lb•ft Holdown = 2564.89 lb Force 2.25•ft HTT5 III Corina MUNTEANtINc Plan 2885 CONSU LTI NG1 ENGI N EER Job No:15116 By:CM Date:Nov 2015 Sheet L-12 3204 NE 166'"Avenue f Vancouver,WA 98682 corinama,comcastnet 1 503-313-3011 Right Elevation Exterior Walls Second Level Wind Force P:= 2260•lb P= 2260 lb Length of wall L:= 8•ft+ 5•ft+ 4•ft L= 17ft P Shear v:= — v= 132.94pIf A L 4 Overturning Mot:= P•8•ft•17 Mat=4254.121b.ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•4.ft Moment Mr= 1968 lb•ft Mat— Mr Holdown = 571.53 lb Force Oft Main Level Wind Force P:= 4660.lb P= 4660 lb Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v= 179.23pIf B L 8 Overturning Mat:= P•9•ft•26 Mat=12904.62lb•ft Moment (8•ft)2 Resisting M,:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800•Ib•8•ft Moment Mr= 7680lb•ft Mat— Mr Holdown = 653.08 lb Force 8'ft' • corina MUNTEANt1NC CONSULTINGJENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date Nov 2015 Sheet L-13 ,orinamacomcast.net 1503-313-3011 Rear Elevation Exterior Walls Second Level Wind Force P:= 2373•Ib P= 23731b Length of wall L:= 7.5•ft+ 11oft+ 4oft L= 22.5ft P Shear v:= — v= 105.47p1f A 7.5 Overturning Mot:= P•8•ft•— Mot= 63281b ft Moment 22.5 (7.5.ft)2 Resisting Mr:= 0.6•(15•psf.2.ft+ 10•psf•12•ft)• 2 + 0.6.600•lb•7.5•ft Moment Mr= 5231.25lb•ft Mot— Mr Holdown = 146.23 lb Force 7'5'ft Main Level Wind Force P:= 3813•lb P= 38131b Length of wall L:= 6•ft+ 7•ft+ 4•ft L=17ft F' Shear Wind v:= — v= 224.29plf S 4 Overturning Mot:= P•9•ft•17 Mot= 8074.59lb•ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8oft)• 2 + 0.6.800•Ib•4•ft Moment Holdown Mot Mr = 1370.65 lb Mr= 2592lboft Force 4 ft HITS coring MUNTEANtiNc. CONSULTI N GI ENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 corinam(alcomcast.net 503-313-3011 Date:Nov 2015 Sheet: L-14 Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•lb P= 4069 lb Length of wall L:= 18-ft L= 18ft P Shear Wind v:= — v= 226.06pIf B L Overturning Mat:= P•9•ft Mot= 36621lb•ft Moment (18•ft)2 Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•Ib•18•ft Moment Holdown Mot Mr =180.5 lb Mr= 33372 lbft Force 18'ft III coring MUNTEANt,NC CONSULTINGIENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE I66.Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-15 connen ka comcast.net I 503-313-3011 WIND ON PORCH ROOF 126 MPH,EXP 13 w:= 6•ft•(4.43.psf+ 8.86•psf) w = 79.7 plf ( D / I I _ n II IIII II11 �I it II L lilt ost°"."4.4*44 C iir_i II II I III II DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11-ft w•L2 M:= 2 M= 3987lbft 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)x172 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)