The URL can be used to link to this page

Specifications (19) rx-\ .-(OQCe)c St-• GREEN MOUNTVIIN RECEIVED structural engineering JAN 2 9 2019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 30 Tigard, Oregon Contractor: Riverside Homes 49 78PE OREGON 'p lov. t 2, Ng" P� r A/IVA My {EXPIRES t2• 31 Project Number: 17485 January 15, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 1111 greenmountainse.com- info@greenmountainse.com-4857 NW Lake Rd.,Suite 260 Camas.WA 98607 GREEN MOUNTAIN IOW structural engineering STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof 15 psf B. Floor ..10 psf C. Exterior walls 10 psf D. Exterior walls with veneer 50 psf E. Interior walls with gypboard each side 5 psf 2. Live load: A. Floor 40 psf B. Decks&Balconies 60 psf 3. Snow load: A. Uniformly distributed snow load on roof 25 psf 4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=126 mph B. Exposure B C. Importance factor I=1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed 5. 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 second period S1=.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category .D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class#5 B. Maximum vertical bearing pressure 1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top 40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 greenmountainse.com—info@greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTnIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•Sos SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R SS mapped spectral acceleration for Ss:= 1.00 short periods(Se c.11.4.1) from USGS web site S. mapped spectral acceleration for := 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) SMi:= F Si SMi= 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 Spy= 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1'2•Sps R:= 6.5 Table 952.2 V:_ •W 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 GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND _ AL �A p£f psf 11111 Wind Sase Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht.(11•psf+ 7.4•psf) SEISMIC WIND= 22963.2 lb Fr Viroof F2 — Wfloor Seismic Wwall ease Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor= 43•ft•40•ft Afloor= 1720ft2 Wwalls 4.52•ft•20•ft Wwalls= 4160ft2 SEISMIC:_ (Arm{ 15 psf+ Afloor•15•psf+ Wwalls•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN GREEN MOUNTVIIN PROJECT: Riverside - 2885 UP 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•I (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) Vas:= 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•Kzt•Kd•V3,2•I qz= 21.42 20'-25' Kz:= 0.66 qz:= .00256•Kz•Kzt•Kd•V352•I qz= 22.8 25-30' KZ:= 0.70 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz= 24.18 11 GREEN MOUNTMIN PROJECT: Riverside - 2885 likle structural engineering DATE: 12/4/2017 BY: CM JOB NO 17485 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= qL•{- 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 P := 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'-25' WINDWARD Pb,:= 14.36.psf•0.85.0.8 PW= 9.76psf 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 P := 13.49.psf•0.85.0,6 p =x,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 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 MOUNThIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. Assume .88 Cp-0. psf p6sf A := 35 /41114‘ 7 -1 9.17 1 psf 6.1 psf 9 ft } Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf•5.5•ft= 18.92 p If Leeward 6.88.psf•5.5•ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf•4 ft= 33.72 p1f 8.43 psf-8.5.ft= 71.66 pIf Leeward 5.73 psf-4-ft= 22.92pIf 5.73.psf•8.5•ft= 48.71pIf ei h4r7 Roof A Oyt�1 Q. r rr —1 -rt J L r + -6 4'I 11 `/ t j II I I II LI _ ±__ :3L" PRE. MFO._ S 0 24" O.C. ❑ I OtRDER TRUSS v r r I• .r!♦♦♦ref r ♦!�!� ♦� :4,�".1"Finio iv ►♦_ ♦♦ ♦♦ ♦� • 4�►♦!� ►♦♦♦♦!♦'♦!♦♦r .f4►'►�1►!#♦!!♦!♦►!♦♦♦#♦♦!♦♦♦♦♦i 4-4. _ 0 ele 0 ♦♦♦!!� �►!##!! op....* i 4 L --- cl..— ♦♦ ►♦ r. l RIDGE ,'\ 0 i _ i i��♦�� V i♦!!♦♦♦♦♦. t 4 ';' 11.-. r . . �♦4!♦ ♦♦♦!4►♦♦!# yy i♦♦4 �♦♦4!♦0►♦♦♦ • i♦♦#1♦♦ ♦ !!##♦♦♦♦♦• \ • ! I ♦♦ # !• • ` i -4p• -4%,,, 'v♦ ! 11 ♦ ❑ ❑F MFG. SSSS O 24.5O.C. �, g= _( 1►, '� !I i...k,-.-41.4111111 PR ' -,- S 0 24' 0.0. �r 0. H 1 ATrPORCH (10'-6 ®' ie® ROOF m GUEST 'SOPLATERM) AT JACKS I I � OI j® PRE. MFG. W/24-S'RAISED _ii1 ® TRUSSES HEEL 0 24' O1C. Wl t"-6 RAISED I �.• HEEL-6 C t .Z.1 5--try.. t ‘44,4* lam 6 ' --vtiqst, L-7 16 01'5 11ll li" 72 Pm —4. 5 —I— r—+ I t III I I III I I (-- IIt I I MA9mx 6Anc 7 { MASTER III BEDROOM BEDROOM �� A. TWO ---1.--*-- -t \\ �_UN I� C� III III Iil � 1, 1 I. -0 - I PdcS i il OATH \\ li l _1 .e 1It- rdil �LAUNORr rc V n J, I d l ly I 8'� t PdcS I Y� PWS y1 .....1....\kr_l_ 1.... ..: c/ i —+ -- 2 I PdcS `� ✓/J • LOFT 1 O 0 II p BEDROOM BEDROOM EDROOMFOUR I I Loppir--1----mmem I �A , 2 3N'5 ' 6046 X0 SLOR. 6046 XO UDR. 2030 6030 PIC. (EGRESS) (EGRESS) PIS. t A's .............. .- (.01 I.* t i IJP 1-1't14°ly oirtZ' 41044 1 II 1 '11AO &Ar , r, r 4MiiiiMP „ I 7 . , =_ i ,,, 7 L _ - __I - i ,_r- __.... cUtdi 6—z I 2130.04 00 11 IV I 3VVMV0 .Oi M 1 h ` L6 I I 1V.1.30 130 o: _:.. cii lod)oli .:\ ,\ I r 1 -I--1 1 V I I I I 11 i :� ”"_ I � iii %� ill ---I---- nowrorx+ i F 1 1 i .4"''''' 1 t 11 NBHDlIN II r-- — —_+� II I I 1 II I lIV13Q _ _ 1}—J S'N r-----4:-J LII VIS p I g: I II �\ I I \ 30I3d0 ai 13,400.0 woos Ib3a0 woos ONINIO I...........� II L I 1 I w- -i—�� ie--- __t__ 1 o, ,o 8-1 r 1 Pe ccl 'd''tii+l GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATE RAL SHEAR WALL DESIGN Fdl f dl 4, Wdl I p (s') P:= wind V:= seismic h 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 (L2 Resisting Moment: Mr:= 0.6 Wdi + WWaii) 2 + 0.6•Pdi•L Mot— Mr Holdown Force R L GREEN MOUNThIN PROJECT: Riverside - 2885 Alle structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-10 LATERAL 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 F' Shear v:= - v= 80.71 plf A 5 Overturning Mot:= P•8•ft•28 Mot= 3228.57 Ib•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 lb P= 4660 lb Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= - v= 145.63 plf 8 Overturning Mot:= P•9 ft 32 Mot = 10485 lb ft Moment (8 ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800lb•8ft Moment M, = 7680lb•ft Mot— Mr. Holdown = 350.63 lb Force 8•ft• 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 UP structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373•lb P= 23731b Length of wall L:= 3.5•ft+ 3•ft+ 3.5.ft+ 3.5•ft L= 13.5 ft P Shear v:= — v= 175.78 plf 3.5 Overturning Mot:= P43•ft•— Mot= 4921.78 lb•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•3.5oft Moment Mr.=17745lb•ft Mot- Mr Holdown = 899.22 lb Force 3'S•ft MSTC4853 Main Level Wind Force P:= 2688.1b P= 29881b 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= 398.4 plf D 2.25 Overturning Mot:= P•7.88•ft•— Mot= 7063.631b ft Moment 7.5 (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- Mr = 2564.89 lb Mr.= 1292.63lb.ft Force 2.25-ft HITS II GREEN MOUNTRIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB No: 17485 SHEET: L-12 LATE RAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260•lb P= 22601b Length of wall L:= 8•ft+ 5•ft+4•ft L= 17ft F' Shear v:= - L v- 132.94 plf A 4 Overturning Mot:= P•8•ft•17 Mot= 4254.12 lb 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 Mot- Mr Holdown = 571.531b 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 8 Overturning Mot:= P•9•ft —26 Mot=12904.62lb•ft m n Mo e t ( 8•ft)2 Resisting Mr:= 0.6 (15 psf 2•ft+ 10 psf-17 ft) 2 + 0.6.800 Ib•8 ft Moment M1 = 7680lb•ft M - Ma Mr Holdown = 653.08 lb Force 8-ft 11 GREEN MOUNTVIIN PROJECT: Riverside - 2885 lir structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373.lb 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.-22.5Mot = 6328Ib•ft Moment (7.5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft + 10•psf•12•ft)• 2 + 0.6.600•Ib•7.5•ft Moment Mr= 5231.25 lb•ft Mot Mr Holdown = 146.23 lb Force 75ft 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 p1f 5 4 Overturning Mot:= P•9 ft 17 Mot= 8074.59 lb•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 = 2592 lb•f t Holdown = 1370.65 lb Force Oft HTTS GREEN MOUNThIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATE RAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•lb P= 4069lb Length of wall L:= 18•ft L = 18ft P Shear Wind v:= - v= 226.06pIf 5 Overturning Mot:= P•9•ft Mot= 36621 Ib•ft Moment (18•ft)2 Resisting M�:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)• t 2 + 0.6.1200•lb•18•f Moment Mot = 33372 I b•ft Holdown = 180.5lb M, Force 18•ft II 4 ` . GREEN MOUNTI'IIN PROJECT: Riverside - 2885 AiliP structural engineering DATE: 12/4/2017 BY: CM JOB 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 I r \ II ri / II II II . II II L 1 lir Cd.--14N c J. 1 1 II ll V II I MI III DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11 ft wL2 M:= 2 M= 3987lbft support beam on post in wall at house with M Simpson HUCQ-SDS C:_ T C C= 398.7 Ib 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) IA