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/tets7-. -0/ ) Grua carina ' ��)"� sw 'i3 IVUNTEANINC CONSULTINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinam(alcomcast.net ( 503-313-3011 Lateral Analysis For Walnut Ridge Lot 3—12825 SW 133rd Ave Tigard, OR 97223 February 13,2017 IN"497 :PE( y s' GON -.IA? MO"' r..,, -s: 12.3118 Job No:15117 " ' 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- 14 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 coring MUNTEANejiNC. CONSULTINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinam(Jcomcast nel 1503-313-30II 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 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 5. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 3000 psi 5. Reinforcing bars ASTM A615, Grade 60 110111 coring MUNI EANt�rIc CONSULTING'ENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 1660 Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 connam Rcomcasc net 503-313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 12 SDs SEISMIC BASE SHEAR V:= 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 1 := 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•Ss SMs=1.1 (Eq 11.4-1) SMI:= F„•SI SMI= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 'SMS SDs = 0.73 > 0.50g SEISMIC 2 CATEGORY SDI 'SMI SDI = 0.41 > 0.20g D per Table 11.6-1 12 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:= 0.7E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS coring MUNTEANtI,NC CONSULTINGIENGINEER Plan 2885 3204 NE 166'"Avenue i Vancouver,WA 98682 Job NO:15116 By:CM co,nam{a)comcast net f 503 313-3011 Date:Nov 2015 Sheet L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 -4 I 111 -- 7.4 psf I II 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 Wroof F2 — Wfloor — Seismic Wwal I Base Shear Aroof:= 52•ft•40•ft Aroof = 2080ft2 Afloor:= 43•ft•40•ft AfIoor= 1720ft2 Wwaiis 4.52•ft•20•ft Wwa1ls = 4160ft2 SEISMIC:_ (Aroof.15•psf+ AFloor•15•psf + Wwal s•10•psi•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN corina M iNTEAN�F'NC CONS ULTI N C1 ENGINEER Plan 2885 3204 NE 166'^Avenue I Vancouver,WA 98682 Job No:1511/6�1 By:CM ccrinart,R,omcas1 net 1503-313-30'I 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 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 0'-15KZ:= 057 qZ:= .00256•KZ•ICA•Kd•V3S2•I CI,= 19.69 (varies/height) 15'-20' KZ:= 0.62 q,:= .00256•KZ•Kit•Kd•V3,2•I qZ= 21.42 20'-25' K,:= 0.66 q,:= .00256•KZ•KZt•Kd•V3S2•I qZ= 22.8 25'-30' K,:= 0.70 qz:= .00256•KZ•Kit•Kd•V3s2•I qZ= 24.18 corina MUNTEANtINc- CONSU LTI NGI ENCI NE ER Plan 2885 3204 NE 166'"Avenue I Vancouver,WA 98682 Job No:5116 By:CM corinarnRcomcast net I 703 313 Soli Date:Nov 2015 Sheet L-4 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 0'-15' WINDWARD PW:= 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 PW:= 13.49•psf•0.85.0.8 Pb.,= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL= 5.73 psf 201-25' WINDWARD PW:= 14.36•psf•0.85.0.8 P = 9.76 psf LEEWARD PL := 14.36•psf•0.85.0.5 = 6,1 psf AT ROOF 0'-15' WINDWARD PW:= 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 PW:= 13.49•psf•0.85.0.3 PW= 3.44 psf LEEWARD PL := 13.49•psf•0.85.0.6 PL = 6.88 psf 20'-25' WINDWARD PW:= 14.36•psf•0.85.0.3 PW= 3.66 psf LEEWARD PL := 14.36•psf•0.85.0.6 P1 = 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 k . corina MUNTEANtl , CONSULTINGIENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet L-5 (erinamRcomcast.net 503.313-305 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 6.88 Assume Cp-0.3 p>;f psf 9 := 35 Cp--0.6 8ft 9.17 psf 6.1 psf Mean Roof Height fir/ 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 pif 111101„ , VUW.tp t4PS Roof A(yr,,�,) L-6 V fl 4 C T n -r n r + , ii II liu II II ,, t1�'1 11 it 7 1 1 , II c �� I r r ' , _,...._• `n PRE. MFG. TRU S •24" O.C. bi r - . -..i''`-1r.►�iiiii,'iii♦`'r:ib.4 r".i-•i�•i'rriii♦i� VVVi iil.......44,7,-. .,,....._�►iiivs iii i IL*i i i Eta• i♦ .•1®viiiiiiiiiiii�iiiii iliilii.. ♦♦i�iiiiVilli i*�iJiiii♦•4/011•-w.-iiiiiiiiiiiiiiiiiiiiii�I ♦♦V•VViis• iV•iiV1/•�►VV•ii•Vi4i4V,$4 r�/i•ii•ii•iiiiiiiiiiiiiiiiVii ♦•VrVVVV•VV�ii< VV ►VVVVV•VVVVV/ ♦ ii•iiVlrfi •►VVVVVVVVV� i 4 ♦ i�►iViVVirVi�y►�►�.►V�'�iiiViiVViiiVii�i + •r-4•-4 VVV.V.VVVVVi►VVVViVVV VV VaOe �VV ►VViVV • O ii•i•iiii• ►i•iV% jiiiii ►iVVC�' C�" ♦ VVVV•V•4IiV• , ii �lli� T • ♦iii ►i 0 ❑ 0 0 ♦♦••�iX•, 0 ❑ L� r - IS �<1� U n RIDGE Y i4ii�►VVi`� r i4VVVVV\ 4. VViiiiVVVVVVVVIVVVV iVV•VVViVVViVViV�0ViVVV)ViVV•/.i VV4 00;4/•:01/•.gVV►•/►VVVVVVV•V i i a//VVViV.V *44►VVV.i•V•• /VVVV4VV ► ♦VV .. AVVV• V • V44i• Vii ►\ ,VVVVVVV 4+�►VViV1VVV4V ►VV* /Vi • irii�"ASV. � ViVV�,AL ,�ViVVaiVVVVVV•� VVii)' 4113..VVVVjt V* -4,-.1,, PRE„MFG. SFAS 0 24' O.C. El -- ='•• 1.16 11 I I �\ �� ❑ u �L_! I r SSES O 24 0.0. �U �� w i'-e` RArG • :IyAT PORCH '® `,El (10'-Q' PLATE AT ROOGUEST 440 A 'AV O.C. PRE. MFG. HE t'-6' RAISED _ it 271 C. HEEL I Vol' RAISED y • �L 2 tilv... "O. . L-7 41447 1.0 it'C 6lielt-14S1/4-1,t, • 4 . �' Wii' Pas o o I UI I I III 1 i YlATEN III 0A7F1 II BEDROOM L BEDROOM 4— TWO X N t 0 III III i0 h, ,likk. SAM II i..., r---1 us a "ILAUNDRY C I�I I U I 8 a V UP-...I P4S �_ 7 41" i L P&S --j-"\ yxa pI P!81 © O ..=... 0 LOFT BEDROOM THREE BEDROOM FOUR • 1 l II 2i C i , H ' 2' 5'5 lid �� 6046 X0 SLOR. 4(EGRESS)X0 SLIM 2030 0030 PIC. (EGRESS) t C-- rit- 1 40, ILAtlitP 114°1141 l) wP Lo!"(2, L-8 j4 ICZWV J L. PATO 34614016 a., '-''''"""'"r''7-11 Amalmmom~ DINING ROOM GREAT `l ROOM ,... POCKET 1[s=41 D ornce 1 II I —1.- V STAIR r— h !'t OCTAD AL (--- I li _ i• .::::, [57,i7 - 1 _. .....s J -m--1 KITCHEN 1 II 1 io."'"" 14--rr-1 m-r' 1 I I 111 1 1 I J I I �, 4*q ,� ;o A.v DETAIL 4I 941 ww.,.._ GARAGE I I `111 ° ° ROVER I :i :; t_ _ _—L.—— ..."\iii-l•-•Th t - 1 DEN 11 u 11 q(J� ii 110116 131, _�tt I.�.r J i a . V G 41 1/11111 corina MUNI EANt,N;c CONSULTINGIENGIN@ER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-9 rorinm�comcasraet 1503 313-3011 SHEAR WALL DESIGN Pdl f di Wdl P:= wind V:= seismic h R=Hol down Force Based on 2012 IBC Basic Load Combinations 16053.1 O.6D+ W (Equation 16-11) O.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mat:= P•h (L2 Resisting Moment: Mr:= 0.6•(Wdl + Wwall� 2 + 0.6•Pdi•L Mot— Mr Holdown Force R L 1 con MON TEANritn[sg CONSULTINGIENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-10 ccrinarn alcomcast el I 503-313 3011 Left Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib P= 2260 lb Length of wall L:= 5•ft+ 4•ft+ 19•ft L= 28ft P Shear v:= — v= 80.71 plf A L 5 Overturning Mot:= P•8•ft 28 Mot= 3228.57lb•ft Moment (5•ft)2 Resisting M,_:= 0.6.(15•psf.2.ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Mot— Mr Holdown =120.71 lb Force 5-ft Main Level Wind Force P:= 4660.1b P= 4660 lb Length of wall L:= 14•ft+ 10.-ft+ 8•ft L= 32ft P Shear v:= — v= 145.63pIf B L 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= 76801b•ft Mot— Mr Holdown = 350.63 lb 8-ft Force 1 corina MUNTEANLr,r CONSULTINGIENCINEER Plan 2885 Job No:•155116 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-1 1 C9.I narrOcorncast.nE 1 5033R 3011 Front Elevation Exterior Walls Second Level Wind Force P:= 2373•Ib P= 2373 lb Length of wall L:= 3.5•ft+ 3•ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= — v= 175.78 plf B 35 Overturning Mot:= P•8•ft•— Mot=4921.78lb.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 MSTC48133 Main Level Wind Force P:= 2988.1b P= 2988 lb Length of wall L:= 2.25•ft+ 2.25•ft+ 1.5•ft+ 1.5•ft L= 7.5ft 2.25.35= 7.88 P Shear Wind v:= — v= 398.4 plf D 2.25 Overturning Mot:= P•7.88•ft•— Mot= 7063.63Ib•ft Moment 7.5 (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4 ft+ 10.psf•8•ft)• 2 + 0.6.800•Ib•2.25•ft Moment Holdown Mot Mr = 2564.89 lb Mr= 1292.631b•ft Force 2.25•ft HTTS corina N1UNTEANiNN CONSULTINGIENGINEER Plan 2885 Job No:15116 by:CM Date:Nov 2015 Sheet L-12 3204 NE 166'"Avenue I Vancouver,WA 98682 ca�inarn®comcast.net 1503313 30,1 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= 132.94 plf A 4 Overturning Mot:= P•8•ft•— Mot= 4254.12lb-ft Moment 17 (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 Mot— Mr Holdown = 571.53 lb Force 4-ft Main Level Wind Force P:= 4-660.1b P= 4660 lb Length of wall L:= 15•ft+ 8-ft+ 3•ft L= 26ft P Shear v:= — v= 179.23plf S 8 Overturning Mot:= 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•Ib•8•ft Moment Mr= 76801b-ft Mot— Mr Holdown = 653.08 lb 8•ft Force 111 coring MUNTEANtINC CONSULTINCf ENGINEER Plan 2885 Job No:15116 By:CM 3204 NE I66'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-13 corinern®corncastnet 1 503 313 30'1 Rear Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 2373lb Length of wall L:= 7.5•ft+ 11•ft+ 4•ft L= 22.5ft P Shear v:= — v= 105.47p1f A L 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•600.1b7.5-fit 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 P Shear Wind v:= — v= 224.29 plf B L 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•8•ft)• 2 + 0.6•800-1b4-ft Moment Holdown Mot Mr = 1370.65 lb Mr= 25921b ft Force `}'ft HITS C , III coring MUN TEAWN CONS U LTI NGI ENGINEER Plan 2885 Job No:15116 5y:CM 3204 NE 166'r Avenue I Vancouver,WA 98682 co, amaComcaSt.net 1 S03 313 3011 Date:Nov 2015 Sheet L-14 , Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069.1b P= 406916 Length of wall L:= 18•ft L= 18ft P Shear Wind v:= — v= 226.06plf S L Overturning Mot:= P•9•ft Mot= 36621 lb-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 - M r Mr= 33372lb-ft Holdown of - 180.51b Force 18•ft 4 V III Corina MUNTEANt,r�C- CONSULTING1ENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-15 corinamacomcastnet 1503-3133011 WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf + 8.86•psf) w= 79.7 plf D /r > r` II 11 II II or I) M II L i IIIIT II \ II I I 1 II I pit —.---- v 11 iii /' I DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 11.ft w•L2 M:= 2 M= 3987 lb 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)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 1611 o.c.(web to studs)