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Specifications (80) cb cits GREEN MOUNT1IIN 1 2_017 ��y► structural engineering f q,1 Lateral Analysis For Riverside Homes — Plan 2885 Elevation A Progress Landing Lot 2 12094 SW Redberry Court Tigard, OR Dec 6, 2017 ���pPROp xxe NE-4„ 49 8PE cc rI OREGON Expires: 12'5148 Job No:17485 " ' 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 15 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 PII greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTS IN tor structural engineering 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 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 11 GREEN MOUNTFIIN PROJECT: Riverside - 2885 Mir structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 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.2.14-11 with F=12) SS mapped spectral acceleration for SS:= 1.00 short periods(Se c.11.4.1) from USGS web site SS mapped spectral acceleration for S := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa:= 1.1 Based on Soil Site coefficient(Table 11.4-2) F�:= 18 Site Class D SMS:= Fa•Ss SMS=1.1 (Eq.11.4-1) := Fv•Si 5M1= 0.61 (E q.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3•SMS SOS= 0.73 > 0.50g SEISMIC 2 CATEGORY SDI:= 3•SMS Spi= 0.41 > 0.20g D per Table 11.6-1 12 SDS WOOD SHEAR PANELS W R:= 6.5 Table 9.52.2 R 1.2.0.73 V:= 6.5 •W V:= 0.135•W 12.4 Seismic LoadCombinations 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 11 ��' GREEN MOUNTRIN t. �ROJECT: Riverside - 2885 P Urstructural engineering DATE: 12/4/2017 BY: CM Joe No: 1748 SHEET: L-2 „, LATE RAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND MIL psf psf Wind ease Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf+7.4•psf) SEISMIC WIND= 22963.2 lb Fr Wroaf F2 . — Wfloor Seismic Wwal I Base Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor 43•ft•40•ft Af�oor= 1720ft2 Wwalls 4.52•ft•20•ft Wwaiis=4160ft2 SEISMIC:_ (Aroof•15•psf+ Afloor•15•psf+ Wwalls'10 psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN II GREENC Ec N �y MOUNTnIN PROJECT: Riverside — 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-3 LATERAL 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 q,:= .00256•KZ•Ict•Kd•V3s2•I qZ= 19.69 (varies/height) 15'-20' KZ:= 0.62 qZ:= .00256•KZ•KZt•Kd•V3s2.1 qZ=21.42 20'-25' K,:= 0.66 qz:= .00256•KZ•Ict•Kd'V382.1 qZ= 22.8 25'-30' KZ:= 0.70 qZ:_ .00256•KZ•KZt•Kd•V3s2 I qz= 24.18 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY. CM JOB NO: 17485 SHEET: w L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= qz•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 Pb.,:= 12.4•psf•0.85.0.8 P,y= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 Pt.= 5.27 psf 1B-20' WINDWARD P,N:= 13.49•psf•0.85.0.8 P,y=9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL= 5.73 psf 20'-Z' WINDWARD PM,:= 14.36•psf•0.85.0.8 P,,,= 9.76psf LEEWARD PL:= 14.36•psf•0.85.0.5 Pt.= 6.1 psf AT ROOF 0'-15' WINDWARD PN,:= 12.4•psf•0.85.0.3 P,,,= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL= 6.32 psf 1B-20' WINDWARD 12„:= 13.49•psf•0.85.0.3 Pw= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 Pt.= 6.88psf 20'-25' 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 P,v:= 15.23•psf•0.85.0.3 PN,= 3.88 psf LEEWARD Pt_:= 15.23•psf•0.85.0.6 PL= 7.77 psf GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 544 6 88 Assume Cp-0.3 psf psf 8 := 35 8 f 9.17 psfRIM 6.1 psf Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf•5.5.ft= 18.92 pIf Leeward 6.88•psf•5.5•ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72plf 8.43.psf.8.5.ft= 71.66pIf Leeward 5.73.psf•4•ft= 22.92pIf 5.73•psf•8.5.ft=48.71pIf VAA-11' ta4175. 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III © OATH ' ^1 1....) w1. - (� 1 1.1 ;LAUNDR�� L, -.7%. 0 ,. c, C`�j I[ i i y I 8'E — X LJrJ 4 PCcS -1- �� � P65 ii,„___ v c., , roc • LOFT O O O BEDROOM DROOM BE THREE FOUR11 w I i (uuu!pIv —I--•--' uuP1. 1.....1 6f1116�6+w � �Iq► N. 4i I C16 , i 6046 X0 SLOB. 6046X0 Wm, 2030 6030 PIC. (EGRESS) WV t,4 0 tgV aJ1 LL-8 _ _ .ATO 3(et 14016 -11--- ....a_ 111 - DINING ._I. ROOM GREAT ROOM ,-... POCKET CCKET f==ad a 1 11 �� 11 I- I I T I v r—h CIT 1 r ii (• II F/447 I CI II 1 ' IllII KITCHEN i � iv ill ' �I I I I I I i NI 'UJ I I I I v TYPICWAU. DETAIL11. Si I W.I.C. /'\ ' GARAGE I (�, J) I[ p FOYER i --7\—ill[ ' ot ..÷.....-- t ...... _ ___ I__ _ —1 L rt — I DEN U li 1� q TTI tto t I 1 vat ifii l 11 S r II li it 111, j2ót. : 4 GREEN MOUNTIIIN PROJECT:: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM Joeno: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN PdI PdI Wdi 4 l , -- P (V) P:= wind V:= seismic h rr. R=Holdown Force Based on 2012 IBC Basic Load Combinations 16053.1 0.6D+W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mat:= P•h (L2 Resisting Moment: M�:= 0.6•(Wdi + WWall)'2 + 0.6 Po•L Mot— Mr Holdown Force R L ft GREEN MOUNTAIN PROJECT: Riverside 2885 structural engineering DATE: 12/4/2017: ....,. BY: CM JOBNO: 17485 SHEET: L-10,, LATE RAL 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 Mat:= P•8-ft•28 Mot= 322887 lb-ft Moment Resisting Mr:= 0.6•(15•psf-2-ft+10•psf-8-ft)-(52ft)2 + 0.6.600•lb•S-ft Moment Mr= 2625lb-ft Mat— Mr Holdown = 120.71 lb Force 5-ft Main Level Wind Force P:= 4-660-lb P=4660 lb Length of wall L:= 14-ft+10-ft+ 8-ft L= 32ft P Shear v:= — v= 145.63 plf B 8 Overturning Mat:= P.9.ft. Mat= 10485 lb-ft 32 Moment Resisting Mr:= 0.6•(1S-psf-2•ft+ 10•psf-17-ft)•(82)2 + 0.6-800-lb 8-ft Moment Mr= 7680 lb-ft Mat— Mr Holdown = 350.63 lb 8-ft Force II GREEN MOUNTAIN PROJECT: Riverside - 2885 14110P structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATERAL 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=13.5 ft P Shear v:= — v=175.78p1f B 3.5 Overturning Mot:= P•8•ft•— M = 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•lb•3.5•ft Moment Mr= 17745lb•ft Ma— Mr Holdown = 899.22 lb Force 3.5 ft MSTC48B3 Ma/n Level Wind Force P:= 2988•lb P= 2988lb 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 2.25 Overturning Mot:= P•7.88.ft. 7—5 Mot= 7063.63lb-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 Holdown Mot— Mr =2564.8916 Mr=1292.63Ib•ft Force 2.25•ft HTTS 11 ' GREEN MOUNTIIIN PROJECT: Riverside — 2885 Ilmestructural engineering DATE: 12/4/2017 BY: CM JOB No: 17 4 8 5 SHEET: L-12 LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib P= 22601b Length of wall L:= 8•ft+5•ft+4•ft L=17ft P Shear v:= — v= 132.94 plf 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•lb•4•ft Moment Mr=19681 b•ft Mot— Mr Holdown = 57153 lb Force Oft Main Level Wind Force P:= 4660•Ib P=4660 lb Length of wall L:= 15•ft+8•ft+ 3-ft L= 26ft P Shear v:= — v= 179.23p1f S L 8 Overturning Mot:= P.9•ft•2—6 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= 7680lb•ft Mot— Mr Holdown 8 ft =653.081b Force GREEN MOUNTVIIN PROJECT: Riverside - 2885 *kV structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Leve/ Wind Force P:= 2373.Ib P= 237316 Length of wall L:= 7.5•ft+11•ft+4•ft L= 22.5ft P Shear v:= L v=105.47p1f A 7.5 Overturning Mot:= P•8•ft•— Mat= 6328lb•ft Moment 22.5 Resisting Mr:= 0.6•(15•psf•2•ft+10•psf•12•ft)•(7 2 Zft) + 0.6-600.161.5-ft Moment Mr= 5231.25lb•ft Mot— Mr Holdown =146.23 lb Force 75'ft Main Level Wind Force P:= 3813,lb P= 381316 Length of wall L:= 6•ft+ 7•ft+ 4.ft L=17ft P Shear Wind v:= — v= 224.29 plf S 4 OverturningMat:= •P 9•ft•17 Mot= 8074.5916•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 Holdown Mot— Mr =1370.6516 Mr= 259216•f t Force `i ft HTTS II GREEN MOUNTRINPROJECT: Riverside - 2885 .a v N. 116structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATERAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069.1b P=4069 lb Length of wall L:= 18-ft L=18ft P Shear Wind v:= — v= 226.06pIf 5 L Overturning Mot:= P•9•ft Mot= 366211b•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 Holdown Mot— Mr =1805 lb Mr=333721b•ft Force 18 ft II r GREEN MOUNTIIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM Jos No: 17485 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf // D /, 11 Il II II (I II II M (I L I I i 1 � sl II v II 1 LEI III 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= 398.7lb 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 p v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) MI