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Report (43) .44ST A 1 C - 00)--Es- 1 1 3 I 0,,,,51( /oar_ U ,S- 1133C ,SwJor_ coring MU\TEANtiNC. !(// 2 „ CONSULTING ENGINEER "t « 3(.-,i R 016 11 SI 3204 NE 1661h Avenue I Vancouver,WA 98682 ON corinam(a comcast.net 1503-313-3011 Lateral Analysis For Riverside Homes — Plan 2885 A Walnut Ridge Lot 9—13330 SW Doe Ln Tigard, OR 97223 May 29,2016 ��p PROpS. ,N4 4' �o 1 49 78PE 'A 37 OREGON 001' l?, Nq"' 9'kA MUS`` Expires: t2`V`1(i) 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 MU\TEANtlNC. CONSULTINGJENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinam(a comcast.net 1503-313-3011 STRUCTURAL DESIGN CRITERIA Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) Dead Load: A. Roof 15 psf 5. 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 S. 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. Mailed-Sectral Acceleration for start periods.....Ss=1.0 S. 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 IIIcarina MUNTEAN� Nc. CONSULTINGJENGINEER Plan 2885 Job No:15116 Sy: CM 3204 NE 166^Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 cortnamaacomcanLnet 1503-313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12) Ss mapped spectral acceleration for Ss •-• 1.00 - short periods(Sec.11.4.1) from USGS web site Ss mapped spectral acceleration for S1:= 0.34 1 second period(Sec.11.4.1) F4 Site coefficient(Table 11.4-1) F4 1.1 Based on Soil F„ Site coefficient(Table 11.4-2) F := 18 Site Class D SMS F4•Ss SMS= 1.1 (Eq.11.4-1) SM1 Fv'S1 SM1= 0.61 (E q.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3'SMS SDS = 0.73 > 0.50g SEISMIC 2 CATEGORY 5D1 3'5M1 Spi = 0.41 > 0.20g D per Table 11.6-1 1.2•SpS WOOD SHEAR PANELS V:= •W R:= 6.5 Table 9.32.2 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 MUNTEANtiNC. CON SU LTI NGf ENGI NEER Plan 2885 3204 NE 166'"Avenue I Vancouver,WA 98682 Job No:15116 5y:CM corinarrr comcasLnet 503-313-3011 Date:Nov 2015 Sheet L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 �' - 7.4 paf psf Wind base • Shear Length L:= 52-ft Height Ht:= 24-ft WIND:= L•Ht•(11.psf+ 7.4•psf) SEISMIC WIND= 22963.2 lb Fr Zroo-\\F\ F2 — Wfloor Wavall Seismic base Shear Aroof 52•ft•40•ft Aroof= 2080ft2 Afloor 43•ft•40•ft Afloor= 1720ft2 Wwal14 4.52•ft•20•ft Wwalls =4160 ft2 SEISMIC:= (Aroof'15•psf+ Afioor•15•psf + Wwalls•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN III carina MU NTEAN NC CONSULT!N GI ENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166^Avenue 1 Vancouver,WA 98682 corinam(alcomcastnet 1 503-313-3011 Date:Nov 2015 Sheet L-3 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 B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 01-15' KZ:= 0.57 qZ:= .00256•KZ•KZt•Kd•V3s2.I qz= 19.69 (varies/height) 151-20' KZ:= 0.62 qz:= .00256•KZ•K2t•Kd•V3s2•I qZ= 21.42 201-251 KZ:= 0.66 q,:= .00256•KZ•KZt•Kd•V3,2.I qZ= 22.8 251-301 KZ:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2.I qZ= 24.18 corina MUNTEANttNC CONSU GTI NGI EN C IN EEC Plan 2885 3204 NE 166''Avenue 1 Vancouver,WA 98682 Job No:15116 By:CM corinamna comcast.net 1 503-313-3011 L-4 Date:Nov 2015 Sheet WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= 92•GCp 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 O'-15' WINDWARD PH,:= 12.4•psf•0.85.0.8 P,= 8.43 psf LEEWARD PL:= 12.4.psf•0.85.0.5 PL = 5.27 psf 15'-20' WINDvIARD PW:= 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 P„,:= 14.36•psf•0.85.0.8 PH,= 9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL = 6.1 psf AT ROOF O'-lS' WINDWARD - PN,.— - I-,-3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL = 6.32 psf 15'-20' WINDWARD PW:= 13.49•psf•0.85.0.3 P„,= 3.44 psf LEEWARD PL := 13.49•psf•0.85.0.6 PL = 6.88 psf 20'-25' WINDWARD P,:= 14.36•psf•0.85.0.3 P„,= 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 111 coring MUNTEANt,Nc CONSULTINGJENGINEER Plan 2885 Job No:15116 By:CM 3204 NE'66.Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-5 corinamOComcast.net I 503-313-3011 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3.44 6.88 Assume Cp-0.3 psf pg \'1 6 := 35 yl ' cp--o.6 8 ft 9.17 PO 6.1 PO Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf•5.5•ft= 18.92pIf Leeward 6.88•psf.5.5.ft= 37.84 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= 48.71 plf M%.%? tak9S Roof A 04440 L-6 rt -r n + II II II II 16II IIyft1a 6 Il 7 I I II C 7 1--, 1-1)--J 1 * • PRE MFG. 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I, i I 14 4 6 -t2a . r 1.114C01° *414O coring MUNTEANtiNc CONSULTINGIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-9 connam(alcomcast.net 1 5O3-313-3011 SHEAR WALL DESIGN PdI Pdl Wdl Jo. (V) P:= wind V:= seismic h L R=Hol down V Force Based on 2012 IBC Basic Load Combinations 1605.3.1 0.6D+ W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mot:= P•h Resisting Moment: Mr:= 0.6•(Wdi + WWaii)•(L) + + 0.6•Pd•L Mot— Mr Holdown Force R:_ L coring MUNTEANtINc CONSULTINGIENCINEER Plan 2885 Job No:15116 Sy:CM 3204 NE 166.Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-1 0 corinarn®comcast.net 503-3t3-3011 Left Elevation Exterior Walls Second Level Wind Force P:= 2260.lb P= 2260 lb Length of wall L:= 5•ft+4•ft+ 19•ft L= 28ft P Shear v:= — v= 80.71 plf A 5 Overturning Mot:= P•8•ft 28 Mot= 3228.57lb•ft Moment (5ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 26251b.ft Mot— Mr Holdown = 120.71 Ib Force 5 ft Main Level Wind Force P:= 4660.1b P= 46601b Length of wail- L 14 ft+ 10 ft+ 8•ft _-___ = L= 32ft P Shear v:= — v= 145.63pIf S 8 Overturning Mat:= 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= 7680lbft. Mot— Mr Holdown = 350.63 lb 8'ft Force corina MUNTEANtiNc. CONSULTINGIENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'r Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet L-11 corinem(alcomcast.net 503-313-3011 Front Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 23731b Length af wall L:= 3.5.ft+ 3.ft+ 3.5•ft+ 3.5.ft L= 13.5ft P Shear v:= — v= 175.78pIf B 3.5 Overturning Mot:= P•8-ft•— Mot= 4921.78lb-ft Moment 13.5 (3.5•ft)2 Resisting Mr:= 0.6•(15.psf•4-ft 1- 10•psf•8•ft)• 2 + 0.6•600-1b•35-ft Moment Mr= 1774.5lb.ft Ma— Mr Holdown = 899.22 lb Force 3.5 ft MSTC48B3 Main Level Wind Force P:= 2988 lb 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:= L v= 398.4 pIf D 2.25 Overturning Ma:= P-7.88'ft'75 Mot= 7063.631b•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 MotMrM — 1292.631b-ft Holdown = 2564.89 lb r— Force 2.25.ft HT-15 III coring MUNTEANtiNC CONSULTINGIENGINEEX Plan 2885 Job No:15116 Sy:CM Date:Nov 2015 Sheet L-12 3204 NE 166'"Avenue I Vancouver,WA 98682 corinam®comcast net i 503-313-3011 Right Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib 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= 1968lb.ft Mat— Mr Holdown = 571.53 lb Force 4 ft Main Level Wind Force P:= 4660.16 P= 4660 lb Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v= 179.23 plf B L 8 Overturning Mat:= P•9•ft•26 Mot= 12904.62lb.ft Moment (8•ft)2 Resisting Mr:= 0.6.(15.psf•2.ft+ 10•psf•17•ft)• 2 + 0.6.800.113•8•ft Moment Mr= 7680lb•ft Mat— Mr Holdown = 653.08 lb 8•ft Force • coring MUNTEANtiNC. CONSULTINGIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-13 corinam(a"}comcast net 503-313-3011 Rear Elevation Exterior Walls Second Level Wind Force P:= 2373-lb P= 23731b Lengthofwall L:= 7.5-ft+ 11•ft+ 4•ft L= 22.5ft P Shear v:= — v= 105.47p1f A 7.5 Overturning Mot:= P•8-ft•— Mot= 6328lb•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= 3813 lb Length of wall L:= 6-ft+ 7-ft+ 4-ft L= 17ft P Shear Wind v:= L v= 224.29pIf B 4 Overturning Mot:= P•9-ft•— Mot= 8074.59lb•ft Moment 17 Resisting Mr:= 0.6•(15•psf-4•ft+ 10•psf•8•ft)•(42 )2 + 0.6.800-Ib-4•ft Moment Holdown Mot Mr = 1370.65 lb Mr= 2592lb•ft Force Oft HTfS corina MUNTEANtINc CONSULTI N C1 E NC IN EER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 corinamRcomcast net 503-313-3011 Date:Nov 2015 Sheet L-14 Interior Shear Walls at back of Garage Malty Level Wind Force P:= 4069•Ib P=4069 lb Length of wall L:= 18•ft L= 18ft P Shear Wind v:= - v= 226.06pIf Overturning Mot:= P-9-ft Mot= 36621 lb•ft Moment (18•ft)2 Resisting Mt:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•Ib•18•ft Moment Mot Mr =180.5lb Mr= 33372lb•ft Holdown Force 18 ft IIIcoring MUNTEANt,Nc. CONSULTINGIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-15 corinamta}comcast net 1 S03-313-3011 WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf + 8.86.psi) w= 79.7 plf / d / H n II II II w II II Hit its..* c j I I I L - � II 1 III II DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11-ft w•L2 M:= 2 M= 39871bft support beam on post in wall at house with M Simpson HUCQ-SDS C:_ — T:= C C= 398.7 lb 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 — v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) D