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Report (66) iii 113 w S w rG z- coring IV U NTEAN I N c. JUN 2 8 2016 CONSULTINGIENGINEER Cii aV r Bill 3204 NE 166th Avenue i Vancouver,WA 98682 corinam(a comcast.net 1503-313-3011 Lateral Analysis For Riverside Homes — Plan 2626 A Walnut Ridge Lot 7-13310 SW Doe Ln Tigard, OR 97223 May 29,2016 Ivo PRop,. 49 8PE 1.CC r ,arOREGON� 9/kA Mtyr64 Expires: ,2'51'1(1) 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 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 carina IV U NTEAI\I:I N C. CONSULIINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinam®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 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 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 MUNTEANt1Nc CONSULTINGjENGINEER Plan 2626 Job No:15106 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 corinamRcomcast.net i 503-313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= 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 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) Fv•- 18 Site Class D SMs Fa•Ss SMs=1.1 (Eq.11.4-1) SM1:= Ft,•S1 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 Sol —3•SM1 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:= W V:= 0.135•W 6.5 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 111 carina MUNTEANtiNC. CONS ULTI NGI EN CI NE ER Plan 2626 3204 NE 166.Avenue 1 Vancouver,WA 98682 Job No:15106 By:CM corinamRcomcast.net 1503-313-3011 Date:Nov 2015 Sheet L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND ''")' AM' -4 Mk 11 —4. 11111 - 7.4 psf psf Wind Base Shear Length L:= 50•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf + 7.4•psf) SEISMIC WIND= 22080 lb Fr _r Wroof F2 -} — Wfloor — Wwall Seismic Base Shear Aroof 50•ft•46•ft Aroof= 2300ft2 Afloor= 42•ft•34-ft Afloor= 1428ft2 Wwalls 4.50•ft•20-ft Wwalls = 4000ft2 SEISMIC:_ (Aroof15•psf+ Afloor'15•psf + Wwalls'10•psf)•0.123 SEISMIC= 11798.16 lb WIND GOVERNS DESIGN III coring MUNTEANt1NC. CONSULTI NG1 ENGINEER Plan 2626 3204 NE 166'"Avenue I Vancouver,WA 98682 Job No:15106 Sy:CM convern1 comcast.net I 503-313-303 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) V35:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR ICA:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256•KZ•KZt•Kd•V3s2•I qZ= 19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•Kit•Kd•V3s2.1 qZ= 21.42 20'-25' KZ:= 0.66 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 22,8 25-30' KZ:= 0.70 qz:= .00256•KZ•Kzt•Kd•V3,2•I qZ= 24.18 III Corina MUNTEANtiNc C0NSULTI N G1 ENGINEER Plan 2626 3204 NE 166°'Avenue I Vancouver,WA 98682 Job No:15106 By:CM corinarnRcomcast.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:= 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 P„,= 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,N= 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 P,N= 9.76psf LEEWARD PL:= 14.36•psf•0.85.0.5 Pi_ = 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 PW= 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 1 IIIcoring MUNTEANt,Nc CONSULIINGJENGINEER Plan 2626 Job No:15106 By:CM 3204 NE I660"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-5 connamRcomcast.net 1 503-313-3011 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 411 Assume 6.88 Cp—o.3 psf PO := 35 7 Cp--0.6 8.5 ft .1 aft II 9.17 PO6.1 Psf Mean Roof Height c1+ 18+ 25 = 21.5 2 Loads at Roof roof-max roof-ave Windward 3.44•psf•8.5•ft= 29.24 plf 3.44•psf•5•ft= 17.2 plf Leeward 6.88•psf•8.5.ft= 58.48 plf 6.88•psf•5•ft= 34.4 plf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72 plf 8.43•psf•8.5•ft= 71.66plf Leeward 5.73•psf.4•ft= 22.92plf 5.73•psf•8.5•ft=48.71 plf IIcorina MUNTEANLe Nc. CONSULTING ENGI NEER 3204 NE 166'"Avenue I Vancouver,WA 98682 corinam(Zcomcast.net 1 503-313-3011 IT r n w ti 9 •i A - L-6 r + II /"fir I I 1I (`GJ(J II II II 1t �e� II � OEM ®, II !I II { r =42__ r I 1 L - ii ° III a r IJ I Ft I L -L.0 C� I 411 1,13 III r �t .1.1—" I t' ___9, Ih:. a - L J I J I cH , ..1..._............................_] lel Y D0 r ❑ I u vj i. rr� i CIEll 11011 II . 0 ii. 0 EMI M 1 w �� 1p jI - II 1 111 coring MU NTEANIN C. CONSULTING'ENGINEEP 3204 NE 166'"Avenue I Vancouver,WA 98682 norinern romcastnet 1503-313-3011 L-7 ..........:-.------ --00T-eeitc" 4\14)f .____________ 124:___________CA-4 . 0. d EMI 0 r a 0 ❑iN I rr �g 0 RIDOF ISt i E as 1kMING PLAN x.u,iw.e—ar corina MUNTEANrN: CONSULTINCIENGINEER INIVV7 1 'tea L-8 3204 NE 166"Avenue 1 Vancouver,WA 98682 �II./ JVifIM corinamgcomcast.net! 503-313 3 011 V { blI � D +y �_ i� 7 7 11 11 „ , 0 al ! ►► ,,,.., „ . 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GUEST L rt 1 lti 10A if. t t rk t .. t 1l1c ,o 1'I0w corina MUNTEAN�INC CONSULTING'ENGI NEER 3204 NE 166'^Avenue I Vancouver,WA 98682 cotinurn1 comcast.net 1503-313-3011 L-10 AAA-NY-1214'x e 1.‘r'‘ Cor-tab.,. -_._ - JjI : , i ,; III .� liLi , 11 , , I II i l l II , „ - Icy- - 1 I11I I I , , , ,1 1 1 1 , I: , , , GARAGE OOCEt S E , t t ii_i_i III corina MUNTEANt,Nc CONSU LTINCIENCI NEER Plan 2626 Job No:15106 By:CM 3204 NE 166I^Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-1 1 corinamRcomcast.net i 503-313-3011 SHEAR WALL DESIGN Pdl Pdl 4.' WdI 4, / 1, ..,_ p co P:= wind V:= seismic h i L R=Holdown 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: M0t:= P•h L2 Resisting Moment: Mr:= 0.6•(Wd? + Wwaii�•c2 + 0.6•Pd1•L Mot— Mr Holdown Force R:— L III Corina MUNTEANtiNc= CONSULTINGIENGINEER Plan 2626 Job No:15106 By:CM 3204 NE IOW"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-12 corinary comcast.net 1503-313-3011 Left Elevation Exterior Walls Second Level Wind Force P:= 1700•Ib P= 17001b Length of wall L:= 15•ft+ 19•ft L= 34ft P Shear v:= — v= 50plf A L 15 Overturning Mot:= P•8•ft•— Mot= 6000lb•ft Moment 34 (15•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•15•ft Moment Mr= 28012.5lb•ft Mot— Mr Holdown = —1467.5 lb Force 15ft Main Level Wind Force P:= 4400-lb P= 4400 lb Length of wall L:= 3-ft+ 5•ft+ 3-ft+ 15•ft L= 26ft P Shear v:= — v= 169.23plf B L 3 Overturning Mat:= P•9•ft•26 Mat= 4569.231b•ft Moment (3•ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•17•ft)• 2 + 0.6.800•Ib•3•ft Moment Mr= 2587.5lb•ft Mat— Mr Holdown = 660.58 lb aft Force IIICorina MUNTEANt'N CONSULTINGIENCINEER Plan 2626 Job No:15106 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-1 3 corinamgcomcast.net i 503-313-3011 Front Elevation Exterior Walls Second Level Wind Force P:= 2859-lb P= 2859 lb Length of wall L:= 5-ft-2+ 3-ft•2 L= 16ft P Shear v:= — v= 178.69 plf B L 3 Overturning Mot:= P-8-ft•16 Mot= 4288.5 lb-ft Moment (3•ft)2 Resisting Mr:= 0.6•(15•psf•4.ft+ 10•psf•8-ft)• 2 + 0.6.600•lb•3•ft Moment Mr= 1458 lb-ft Mot— Mr Holdown = 943.5 lb Force 3-ft MSTC48B3 Main Level Wind Force P:= 3680-lb P= 36801b Length of wall L:= 2.25•ft+ 2.25-ft+ 2.25-ft L= 6.75ft 2.25.3.5= 7.88 P Shear Wind v:= — v= 545.19plf E L 2.25 Overturning Mot:= P•7.88-ft• Mot= 9666.13 lb-ft Moment 6.75 (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 Mot— Mr Mr= 1292.63lb•ft Holdown — 3721.56 lb Force 2.25-ft HITS IIICorina MUNTEANtIN:_ CONSU t.TI N G1 ENGINEER Plan 2626 Job No:15106 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-14 cor namRcomcast net 1503-313-3011 Right Elevation Exterior Wal Is Second Level Wind Force P:= 1700•Ib P= 1700lb Length of wall L:= 3-ft+ 6•ft+ 10•ft L= 19ft P Shear v:= — v= 89.47 plf A L 6 Overturning Mot:= P•8•ft 19 Mot= 4294.74 lb.ft Moment (6•ft)2 Resisting Mr:- 0.6•(15•psf•17•ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•6•ft Moment Mr= 5778lb.ft Mot— Mr Holdown = —247.21 lb Force 6 ft Main Level I Wind Force P:= 4400.16 P= 4400 lb Lengthof wall L:= 15 + 5 + 4 L= 24 ftftft ft P Shear v:= — v= 183.33 plf S L 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)• + 0.6.800•lb•4•ft 2 Moment Mr= 3960lb•ft Mot— Mr Holdown = 660 lb Force Oft coring MUNTEANtir c CONSULTINGIENGINEER Plan 2626 Job No:15106 By:CM 3204 NE I66^Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-15 cormarngcomcast.net ( 503-313-3011 Rear Elevation Exterior Walls Second Level Wind Force P:= 3043.lb P= 3043 Ib Length of wall L:= 8•ft+ 7•ft L=15ft P Shear v:= — v= 202.87 plf B 7 Overturning Mot:= P•8•ft•15 Mot=11360.53 lb ft Moment (7•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+10.psf•12-ft)• 2 + 0.6.600•Ib•7•ft Moment Mr= 4725 lb•ft Mot— Mr Holdown ft = 947.93lb MSTC40 Force Main Level Wind Force P:= 4303-lb P= 43031b Length ofwall L:= 3-ft+ 4•ft+ 3.5•ft L= 10.5ft P Shear Wind v:= — v= 409.81pIf D 3 Overturning Mot:= P•9 •— Mot= 11064.86 lb•ft Moment 10.5 (3 ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf-8-ft)• 2 + 0.6.800•lb•3•ft Moment MHoldown of Mr Mr= 1818lb•ft = 3082.29 lb Force aft HITS IIICorina MUNTEANtlNC CONSULTING IE GUINEER Plan 2626 Job No:15106 5y:CM 3204 NE 166."Avenue I Vancouver,WA 98682 L-16 cormamgcomcast net 1 503-313-3011 Date:Nov 2015 Sheet Interior Shear Walls at Garage Main Level Wind Force P:= 3797•Ib P= 37971b Length of wall L:= 12•ft L= 12ft P Shear Wind v:= - v= 316.42 pif C Overturning Mot:= P•9•ft Mot= 34173lb•ft Moment (12•ft)2 Resisting Mr:= 0.6.(10•psf•12•ft+ 10.psf•9•ft)• 2 + 0.6.1200•Ib•12•ft Moment MHoldown of r Mr= 17712Ib• = 1371.75 Ib ft Force 12•ft HITS III corina MUNTEANt,N c. CONSULTINGIENGINEER Plan 2626 Job No:15106 By:CM 3204 NE I66'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 7 corinamgcomcasc.net 1 503-313-?0II WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf+ 8.86•psf) w = 79.7 plf .. D f 11 II II II II vi, II II II L ITde".4.".."4%4A, c J.11 (( II v II fin .i 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= 398.7lb 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:= D v= 72.49 plf (2)16d nails at 16"o.c.(web to studs)