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Report (54) ..4/1. 5 72-v(c.-oc 1--9.r- r7 49 <s gw .r� cCo� INCrina .� �62o/6 I V U NTEAN , . <z E t tit — CONSULTINGIENGINEER ,�� �.v 3204 NE 166th Avenue I Vancouver,WA 98682 corinamOcomcast.net 1503-313-3011 Lateral Analysis For Riverside Homes - Plan 2885 A Walnut Ridge Lot 1 -12817 SW 133rd Ave Tigard, OR 97223 June 17,2016 ���j PR©pS. - Naz` s'O 49 8PE '' y OREGON Expires: t2. 1.1Co 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 1 coring VU\TEANi NC. CONSULTING ENGINEER 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 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 60 111 Corina MUNTEANtiNc CONSULTINGIENCINEER Plan 2885 Job No:15116 By:CM 3204 NE166'"Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 corinamna Comcast vet 1 503-313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12) S5 mapped spectral acceleration for Ss := 1.00 short periods(Sec.11.4.1) from USGS web site S5 mapped spectral acceleration for S1 := 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) SM1:= F„•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 5D1 3'51.11 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 MUNTEANtiNC, CONSU LTIN GI EN GI NEE Plan 2885 3204 NE 166'"Avenue t Vancouver,WA 98682 Job NO:15116 Sy:CM corinam�lacomcast.net S03-313-3011 Date:Nov 2015 Sheet: L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND Al" MIL 11 i--)' - 7.4 psf psf Wind Base Shear Length L:= 52-ft Height Ht:= 24•ft WIND:= L•Ht-(11•psf+ 7.4•psf) SEISMIC WIND= 22963.21b Fr _> Wroof F2 — Wfloor — W+rval) Seismic base Shear Aron{:= 52•ft•40•ft Aroof = 2080ft2 Afloor 43 ft40 ft door= 1720ft2 Wwa is 4.52•ft•20•ftWwalls = 4160 ft2 SEISMIC:_ (Aroof'15'psf+ Afloor'15•psf + Wwalls'10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN corina MUNTEANtINc CO NSU LTI NG1 ENGI NE ER Plan 2885 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Job No:15116 By:CM corinam(aicomcastnet 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•V2.1 (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 0'-15' KZ:= 0.57 qZ:= .00256•KZ•KZt•Kd•V3s2.I qZ= 19.69 (varies/height) 15-20' KZ:= 0.62 q,:= .00256•lc•KZt•Kd V3,2.1 qZ= 21.42 KZ:= 0.66 qZ:= .00256•KZ•KZt•Kd•V3s2•I qz= 22.8 25-30' KZ:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 24.18 1111 , coring MUNTEANtiNc CONSU LTI NGI EN GIN EER Plan 2885 3204 NE 166'"Avenue I Vancouver,WA 98682 Job No:15116 By CM corinam Qa comcasLnet 1 503-313.3011 ��� 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 PN,:= 13.49•psf•0.85.0.8 P„,= 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 PL = 6.1 psf AT ROOF 0I-15' WINDWARD P,,:= 12.4•psf•0.85.0.3 Pu,= 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,N= 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,= 3.66psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 251-301 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 IIcorina MUNTEANt,Nc CONSULTINGIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet L-5 corinam aOcomcast.net j 503-3133011 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ;s: f 6 Assume Cp—C.3 psf 5 ,+ A := 35 1 ' Cp--o.6 I aft 9.17 I 111 PO6.1 : 1111111111 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 WtA4C7 kA4IPS Roof A f utv) L-6 n -r 11 r + 1 II II II 11 II11. it orifLP I ill �1 I 7 I „ I 1 II ► iJ i a,._11 1 —"SI—• PRE taro. 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GARAGE i R.I.O.1 ti O O FOYER i ---•_:=y r ---.\\_.- f h 14SM L -t-— L I it l� REN UI IarI_ ,r IIcoring MUNTEANtiNC CONSU LTINGJENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 16b"'Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-9 cormemRcomcast.ret i 503-313-3011 SHEAR WALL DESIGN PdI PdI 4, WdI 4, J' I, a �- p (V) 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: Mat:= P•h (L)2 Resisting Moment: Mr:= 0.6 �Wdl + Wwall) 2 + 0.6 Pdi•L Mot— Mr Holdown Force R:_ L 111 coring MUNTEANtiNc CONSULTINGIENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE I66."Avenue I Vancouver,WA 98682 Date Nov 2015 Sheet L-10 corinamna comcast net 1 503-313-3011 Left Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib P= 22601b II Length of wall L:= 5•ft+ 4•ft+ 19.ft L= 28ft P Shear v:= — v= 80.71pIf A L 5 Overturning Mot:= P•8•ft•28 Mot= 3228.57lb.ft Moment (5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Mat— Mr Holdown = 120.71 lb Force 5 ft Main 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= 145.63p1f 6 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= 7680lb.ft Mot— Mr Holdown = 350.63 lb 8•ft Force corina MUNTEANtINC CONSULTINGJENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE I66^Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet connam(7acomcast-net 503.313-3011 L-11 Front Elevation Exterior Walls Second Level Wind Force P:= 2373-lb 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 S 3.5 Overturning Mot:= P•8ft-•-135 Mot= 4921.78lb-ft Moment (3.5•ft)2 Resisting Mr:= 0.6•(15•psf• --ft+ 10.psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft Moment Mr= 1774.5lb-ft Mot— Mr Holdown = 899.22 lb Force 3.5-ft MSTC4853 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:= — v= 398.4pIf D L 2.25 Overturning Mot:= P•7.88•ft•— Mot= 7063.631b-ft Moment 7'S (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 M Holdown of— r = 2564.89 lb Mr= 1292.631b•ft Force 2.25.ft HITS III coring MUNTEANti Nc. CONSULTINGIENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE IOC,'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-12 corinam<alcomcast net 1503-313-3011 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 Mot= 4254.12lb-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 = 57153 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= 179.23 plf B L 8 Overturning Mat:= P-9•ft-26 Mot= 12904.621b•ft Moment (8 ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• 2 + O.6.800•Ib•8•ft Moment Mr= 7680lb•ft Mat— Mr Holdown = 653.08 lb 8ft Force III Corina MUNTEAN8_'iNc. CONSULTINGIENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE1660 Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-13 corinamWcomcast.net 1 503-313-3017 Rear Elevation Exterior Walls Second Level Wind Force P:= 2373•Ib P= 2373 lb Length of wall L:= 7.5•ft+ 11•ft+ 4-ft L= 22.5ft P Shear v:= - v= 105.47 plf A 7.5 Overturning Mot:= P•8•ft• Mat= 6328 lb•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= 5231.25Ib•ft Mot- Mr Holdown = 146.23 lb Force 7.5ft Main Level Wind Force P:= 3813.1b P= 38131b Length of wall L:= 6•ft+ 7-ft+ 4•ft L= 17ft P Shear Wind v:= — v= 224.29 plf S 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•lb•4•ft Moment Mot- Mr Mr= 25921b-ft Holdown = 1370.65 lb Force 4•ft HTT5 III Corina MUNTEANt1NC CONSULTING ENGINEER Plan 2885 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Job No:15116 By:CM cortnam@comcastnet 1503-313-3011 Date:Nov 2015 Sheet L-14 Interior Shear Walls at back of Garage Mali,Level Wind Force P:= 4069•lb P= 4069lb Length of wall L:= 18•ft L= 18ft P Shear Wind v:= L v= 226.06pIf 3 Overturning Mot:= P•9•ft Mot= 36621 Ib•ft Moment (18•ft)2 Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)• 2 + 0.6.1200•lb•18•ft Moment M Holdown of Mr = 180.51b Mr = 33372lb•ft Force 18•ft r IIII corina MUNTEANt1NC- CONSULTINGIENGINEER Plan 2885 Job No:15116 Sy:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-15 corivury comcast.net i 503-313-3011 WIND ON PORCH ROOF 126MPH,EXP D w:= 6•ft•(4.43.psf+ 8.86.psf) w= 79.7plf �r D I / n n II I) Iii II IIw II M lI L Illir cj, II Ilr.__li 11 v l ( HuI DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= lift 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)x172 lbs=2064 in combined withdraw w L Nail top and bottom chord of first truss to wall with v:= p v= 72.49pIf (2)16d nails at 16"o.c.(web to studs)