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Specifications (88) M5TM`k- - C C} i 4.Q,LA SWi � CGS • - = f y f GREEN MOUNThIN structural engineering DEC 3 2017 uTy O TIGA 9D ' , iii' zfr '_; � Lateral Analysis For Riverside Homes — Plan 3382 Elevation A Progress Landing Lot 6 12044 SW Redberry Court Tigard, OR Dec 6, 2017 (("\\.‘e 4PROpe �G NF `r>0 , 44, 49 78PE cr [IRFGON / I 9rIVA�Mu P tv- Noires: 12'‘5i'18 Job No:17487 ' " 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 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTVIIN structural engineering 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 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 GREEN MOUNTS IN PROJECT: Riverside - Plan 3382 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L-1 LATE RAL 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 := 0.34 1 second period(Sec.11.4.1) Fe 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 (E 11.4-1) SM1:= F„-Si 5M1= 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•SM1 SDA = 0.41 > 0.20g D per Table 11.6-1 12•SWOOD SHEAR PANELS V:_ -W R:= 6.5 Table 9.52.2 1.2.0.73 V: 6.5 W V:= 0.135•W 12.4 Seismic Load Combinations E := 1.3-V (E 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 GREEN M O U N Tn I N PROJECT: Riverside - Plan 3382 %lif structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17 4 8 7 SHEET: L-2 LATE RAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND -+ Ara MIL 11 - 7.4 psf1111 psf Wind E3ase 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 — W+�vall Seismic ease Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor 43•ft•40•ft Afloor= 1720ft2 Wwalls 4.52•ft•20•ft Wwalls = 4160 ft2 SEISMIC:_ (Aroof•15•psf+ Afloor•15•psf+ Wwalls•1° psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN GREEN MOUNThIN PROJECT: Riverside — Plan 3382 structural engineering DATE: Dec. 2017 BY: CM J0BNO: 17487 SHEET: L-3 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE clz .00256•KZ•ICA•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 0'-15' KZ:= 057 (1,:= .00256•KZ•KZt•Kd•V3,2•I qz= 19.69 (varies/height) KZ:= 0.62 (1,:= .00256•KZ•KZt•Kd•V352.1 qz= 21.42 20'-25' K := 0.66 qz:= .00256•Kz•KZt•Kd V352•I qz= 22.8 25-30' K := 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 24.18 GREEN MOUNTnIN PROJECT: Riverside - Plan 3382 %VP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L-4 LATERAL 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 CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per ISC 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 151-20' WINDWARD 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'- ' WINDWARD P„,:= 14.36•psf•0.85.0.8 Pw= 9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL = 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'- ' WINDWARD Pw:= 14.36•psf•0.85.0.3 Pw= 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 GREEN MOUNTAIN PROJECT: Riverside - Plan 3382 lie structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 Assume 6.8 8 Cp-0.3 psf psf 8 := 35 4111111‘. a17 I .11111 psf 6.1 psf -- Mean Roof Height fir/ 18+ 22 = 20 2 Loads at Roof roof-max roof-ave Windward 3.44•psf•9.5•ft= 32.68pIf 3.44•psf•6•ft= 20.64 plf Leeward 6.88.psf•9.5•ft= 65.36pIf 6.88•psf•6•ft= 41.28p1f Wall loads at upper level at main level Windward 8.43psf4.ft= 33.72pIf 8.43•psf8.5•ft= 71.66pif Leeward 5.73•psf•4•ft= 22.92p1f 5.73•psf•8.5•ft= 48.71p1f ,nV V k , A (2z__Gi - , —4).. ] H —— zi 97 / 134E 3 A ❑ O ....••••••1I l VF 4 lie- • `�!+i+i+i+i♦i+i♦i+i+i♦i+i+i +i i+++i+i +++i i•i�:q * • • • • +iii4 •►+i+' I z1,9 I • �%!++++i+vi+i+i�►,. �`++�+., Af c 0 0 0 ❑ NI I _ 0 __ V 4 n - - -- ---IJ-----E= r n -- 7 0/4'1 EU i 1 9-1 ., • l V Q L-7 0310 T �{ III w.i.a I MASTER BEDROOM Li , ' ID-k,...„, 0 IN F B. BEDROOM Z II --fi.i F==—el Irr \ ,...t.. _ II II SITTING Il lI ROOM/ II ..1% -y-- -• I I CLOSETe - . c._ I I r•, ---)0L. = rir —Tr r� I II 1 1 1 C==7C==1 y 1::: 1:1 a LAUNDRY BEDROOM 1 � THREE L J i _ 1 _ v 7 rj ,, OPEN TO BEDROOM BELOW FOUR LOFT/ P . BED *5 T a..... I i 1 (1o1Y6 {\*\ 152d' J. rA 4- sae wAr- e__, 1.014 1,040,. L-8 ...._ I 1 7 WI V u i/W ti .......p' i , . 64 PATO .. POCKET OiFiCE V' NOOK r-II i L I im•••=... IIII II II III 1KITCHEN ■ I� a /) 0 GREAT 00 ') ROOM 10 lJ�l III r, ! III ! � \ 0 L_ J I �r 0a II DINING ( I I ROOM 4::) muo,.., 4. ii 1 oI 1 f 9 C3 01,t71 GARAGE FOYER j 11 IP LL VDEN I V -. DEN I11-'--y m L_ _1 I- - u L- - _J it _ L _ i . , i -_=I II- El . > 71 51'' f t 2'0 GREEN M O O N TSI I N PROJECT: Riverside - Plan 3382 1111110 structural engineering DATE: Dec. 2017 BY: CM JOB No: 17987 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pd Pd Wdl , p (y) P:= wind V:= seismic h 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 L2 Resisting Moment: Mr:= 0.6•(Wdi + WWali)•�2 + 0.6•Pdi•L Mot— Mr Holdown Force R L II GREEN MOUNTnIN PROJECT: Riverside - Plan 3382 structural engineering DATE: Dec. 2017 BY: CM JOB No: 17487 SHEET: L-1 O LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 3100•Ib P= 310016 Length of wall L:= 14•ft+ 6•ft+ 8•ft L= 28ft P Shear v:= — v=110.71plf A 6 Overturning Mot:= P•8•ft•28 Mot= 5314.29lb.ft Moment (6•ft•)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10.psf•8•ft)• 2 + 0.6.600•lb•6•ft Moment Mr= 3348lb-ft Mot- Mr Holdown = 327.71 lb Force 6•ft Main Level Wind Force P:= 4300.1b P=4300 lb Length of wall L:= 9•ft+ 6•ft+ 37.ft L= 52ft P Shear v:= — v= 82.69 Of A 9 Overturning Mot:= P•9•ft•52 Mot= 6698.08 Ib•ft Moment (9•ft)2 Resisting Mr:= 0.6•(15.psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800•Ib•9•ft Moment Mr= 9180Ib•ft Mot- Mr Holdown = -275.77 lb 9ft Force A GREEN MOUNTS IN PROJECT: Riverside — Plan 3382 %V structural engineering DATE: Dec. 2017 BY: CM JOB No: 17487 SHEET: L-11 LATE RAL Front Elevation Exterior Walls Second Level Wind Force P:= 2953.1b P= 2953 lb Length ofwall L:= 3•ft+ 3•ft+4•ft+4•ft L= 14ft P Shear v:= — v= 210.93p1f S L 4 Overturning Mot:= P•8•ft•— Mot= 6749.71 Ib•ft Moment 14 (4•ft)2 Resisting Mr:= OZ.(15•psf•4•ft+ 10.psf•8•ft)• 2 + 0.6.600•lb•4•ft Moment Mr= 2112lb•ft Mot— Mr Holdown = 1159.43 lb Force 4•ft MSTC48 S3/M SCT40 Main Level Wind Force P:= 3913.1b P= 3913 Ib Length ofwall L:= 3.ft+ 3-ft L= 6ft P Shear Wind v:= — v= 652.17 pIf F 3 Overturning Mot:= P•9•ft•6 Mot= 17608.5lb.ft Moment (3•ft)2 Resisting Mr:= 0.6.(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•ib•3•ft Moment Mot— Mr Mr= 1818 lb•ft Holdown = 5263.5 lb Force 3 ft HITS GREEN MOUNTS IN PROJECT: Riverside — Plan 3382 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17 4 8 7 SHEET: L-12 LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 3100•Ib P= 3100 Ib Length of wall L:= 16•ft+ 5•ft+ 8•ft L= 29ft P Shear v:= — v= 106.9pif A 5 Overturning Mot:= P•8•ft•— Mot= 4275.86lb•ft Moment 29 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)•(5 ft)22 + 0.6.600•Ib•8ft Moment Mr= 2625lb•ft Mot— Mr Holdown = 330.17 lb Force 5 ft Main Level Wind Force P:= 4420•Ib P= 4420 lb Length of wall L:= 6•ft+ 12-ft+ 4-ft L= 22ft P Shear v:= — v= 200.91 plf S 6 Overturning Mot:= P•9•ft•22 Mot= 10849.09lb.ft Moment (6•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft). 2 + 0.6.800•Ib•6•ft Moment Mr= 5040 lb•ft Mot— M� Holdown = 968.18 lb Force 6 ft GREEN MOUNTh1IM PROJECT: Riverside - Plan 3382 structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L-13 LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2665.lb P= 2665 lb Length of wall L:= 9•ft+ 7•ft+ 5•ft L= 21ft P Shear v:= — v= 126.9 plf A 7 Overturning Mot:= P•84t•— Mot= 7106.67 lb•ft Moment 21 Resisting Mr:= 0.6•(15•psf (7 ft)2•18•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•7•ft Moment Mr= 76651b•ft Mot— Mr Holdown = 79.76 lb Force 7ft Ma/n Level Wind Force P:= 4945•ib P= 4945 lb Length of wall L:= 4.5•ft+ 3•ft+ 3•ft+ 3•ft L= 13.5ft P Shear Wind v:= — v= 366.3 pif D 4.5 OverturningMot:= P•9 ft — Mot= 14835lb.ft Moment 13.5 (4.5•ft)2 Resisting Mr:= 0.6 (15•psf•4•ft+ 10.psf•8•ft)• 2 + 0.6.800•1b 4.5ft Moment Holdown Mot Mr = 2627.67 lb M�= 3010.51b•ft Force 4.5ft HITS GREEN MOUNTAIN PROJECT: Riverside - Plan 3382 VIIP structural engineering DATE: Dec. 2017 BY: CM JOB NO: 17487 SHEET: L-14 LATERAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 3540•Ib P= 35401b Length of wall L:= 8•ft+ 9-ft L= 17ft F' Shear Wind v:= — v= 208.24p1f 8 Overturning Mot:= P•9•ft•17 Mot= 14992.94Ib•ft Moment (8 ft)2 Resisting Mr:= 0.6•(10•psf•12•ft+ 10.psf•9•ft)• 2 + 0.6.1200.1b 8 ft Moment Mot— Mr Mr= 97921b.ft Holdown = 650.12lb Force 8ft