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Specifications (7) 9 kale 61 57200, • GREEN MOUNTVIIN RECEIVED JUN 1 3 2019 structural engineering CITY OFTIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 1 Tigard, Oregon Contractor: Riverside Homes 0.0 PRQrt � NES 4.9,0 49 7SPE ' y l OREGON 4'NA M [EXPIRES 12. 31 Project Number: 17485 May 20, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 ell greenmountainse.com-info o®greenmountainse.com-4857 NW Lake Rd..Suite 260.Camas,WA 98607 criiiGREEN MOUNTIVIN 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=l.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 S 1=0.34 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 60 111 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTIIIN PROJECT: Riverside - 2885 IOW 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-SDs SEISMIC BASE SHEAR V:_ •W (EQ.1214-11 with F=12) R mapped spectral acceleration for SS:= 1.00 short periods(Sec.11.4.1) from USGS web site 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 1. (Eq.11.4-1) SMS:= Fv•Si 5" - 0(-)! (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3•SMS SD 0? > 0.50g SEISMIC 2 CATEGORY SD1 := 3°SM1 SDI= 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2•Sps R:= 6.5 Table 9.52.2 V:= W 1.2.0.73 V -W V:= 0.135-W 6,5 12.4 Seismic Load Combinations E:= 1.3• (Eq.12.4-3 with redundancy factor=13 per 12.3.42) WSD:= 0.7-E 0.7.1.3 0.135•W !, i3 ,;v WOOD SHEAR PANELS 11 • 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 Ahhh, —> - 7.4 1ps f 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 — Seismic Wwval I Base Shear I &— Aroof:= 52•ft•40•ft Aroof= 2080ft2 Moor 43•ft•40•ft •7bor= 1720ft2 Wwalis 4.52•ft•20•ft Wwalls= 4160 ft2 SEISMIC:= (Aroof•15•psf+ Afloor'15•psf+ Wwalis'10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM LATERAL JOB NO: 17485 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 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•Kit•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` KZ:= 0.66 qz:= .00256•KZ•Krt•Kd•V3s2•I qz= 22.8 25'-30' KZ:= 0.70 qz:= .00256•Ic.KZt•Kd•V3,2•I qz= 24.18 P1 GREEN MOUNTVIIN PROJECT: Riverside - 2885 111V structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-4 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE F.. - 1 ( 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 PW:= 12.4•psf•0.85.0.8 P,y= 8.43 psf LEEWARD PL := 12.4•psf•0.85.0.5 PL = 5.27 psf 15-20' WINDWARD PW:= 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 PW:= 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 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 PN,= 3.44 psf LEEWARD PL := 13.49•psf•0.85.0.6 PL= 6.88psf 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 25'-30' WINDWARD P„:= 15.23-psf•0.85.0.3 PW= 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf II GREEN MOUNThIN 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. Assume ;sf 6.88 Cp-0.3 f psf .= ‘\4 44110‘ Cp--o.6 9.17 6.1 psf psf Mean Roaf Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf•5.5•ft= 18.92 plf Leeward 6.88.psf-5.5-ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf 4-ft= 33.72p1f 8.43 psf-8.5•ft= 71.66p1f Leeward 5.73.psf•4•ft= 22.92pIf 5.73•psf.8.5-ft= 48.71pIf Vti C, 95 Roof A i -_f rr i n l t L-6 1 frill.71 1 II I I II t NO L" S PRE. MFG. -= S 0 24" O.C. 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PR a MEG. -USSES O 24' O.C, I ,i. c Argo, PR - "- 5 O 24" O.C` �nj'+ W t-6 RMSED I®,. 11�ii.7, JACKST ® O�GUEST SDRM C AT �r� H�ATP 0 24" O.C. O. ® PRE. UFO. W/ t'-6" RAISED I " _ ri' TRUSSES NEEL 0 24 D.C. W/EL t'-6 RAISED 8 NE rr t i.:- rit 1 . , , . 1 . vim?' e.„ _11 „-4.-14--tkot_s . . . , L-7 16 —{- Pt ED 41Milionisillisir 1 1 Ili I I III I I I I MAST III ISr"--- T 1r—C) MASTER ri BEDROOM 111 BEDROOM ^ TWO e UN V — A. 1 s is ill © u1 Ai...: CUD _-'i Plc3 I i l _I i I-11""1LAUNORY V r 1. Ik 1 0. �i �� ISI � � LU PBS I 2 7,1 t Plea Plea ��� vv C • LOFT Q Q 'Q BEDROOM BEDROOM lti THREE FOUR I I •=1.-------___JI ' 14/ 2' 15� till 6046 XO SLOR (EGRESS) 6046 X0 SLOR. (EGRESS) 2030 PIG. 6030 PIC. t P-- (,S9 r11,... t i 1 J‘'' t1h° t4 oJ I La L-8 - PATO ea 1p /)3 Vfj ..J � - -_ - - _ -11—_ II I__,-, � I DINING ROOM GREAT ROOM �. POCKET F==4 O OFFICE I II \ II '� - I I v � TYPICAL I STAIR I I I I DETAIL I li it I JI I II L`__ I _S_a IIIA �� KITCHEN 1t"-- 11 I ;fi POOPOOM NINE '11 --- 1�-� II1 I I I I II I II 9I1 IVI 11 1I 0 V OWITN IA 1-4 � L_00 _ II �,A I W.I.C. GARAGE ih1 I f O FOYER r O __ ==9 r 1 M 24S rb 1 �1 - - I- _ - 1r-J t 4.- U II 21 b� i I 1416 11 u . - II II ..... ), Ir V lortl,. 4 4 , ``/11 ° GREEN MOUNTnIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl Pdl Wdl 4, p (V) P:= win V:= seism: h R=Holdown Force Based on 2012 IBC Basic Load Combinations 1605.3.1 ')6!) 1 w (Equation 16-11) i i (E9 u ation 16-12) Overturning Moment: Mot:= P•h L2 I, Resisting Moment: Mr:= 0.6 (Wdl + Wwan) (2 0.6*Pdl•L Mot— Mr Holdown Force R L II GREEN MOUNTIIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 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= 80.71p!f A 5 Overturning Mot:= P•8 ft 28 Mot= 3228.57 lb•ft Moment (5ft)2 Resisting Mr:= 0.6•(15•psf•2•ft + 10•psf•8-ft)• 2 + 0.6.600-lb.5-ft Moment Mr = 2625lb•ft Mot- Mr Holdown = 120.71 lb Force 5 ft Main Level Wind Force P:= 4660•Ib P= 46601b Length of wall L:= 14•ft+10•ft+ 8•ft L= 32ft P Shear v:= — v= 145.63p1f 5 8 Overturning Mot:= P•9•ft•— Mot = 10485 lb ft Moment 32 (8•ft)2 Resisting Mr:= 0.6•(15•psf-2•ft+ 10-psf•17•ft)• 2 + 0.6.800-lb 8 ft Moment Mr = 7680lb.ft Mat- Mr Holdown = 350.63 lb 8•ft Force GREEN MOUNTnIN PROJECT: Riverside - 2885 Ile structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATE RAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373.lb P= 2373lb Length of wall L:= 3.5•ft+ 3.ft+ 3.5•ft+ 3.5.ft L= 13.5ft P Shear v:= L v= 175.78 plf S 35 Overturning Mot:= P•8•ft•— Mot= 4921.78 lb ft Moment 13.5 (3.5•ft)2 Resisting M := 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•3.5•ft Moment Mr = 1774.5 lb ft Mot- Mr Holdown = 899.221b Force 3.5.ft MSTC48S3 Main Level Wind Force P:= 2988.1b P= 2988lb 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 M,:= 0.6•(15•psf.4.ft+10.psf•8.ft)• + 0.6.800•Ib•2.25•ft Moment 2 M Holdown of- Mr = 2564.89 lb Mr= 1292.63lb•ft Force 2.25•ft HTT5 GREEN MOUNTRIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATE RAL Right Elevation Exterior Wal is Second Level Wind Force P:= 2260•Ib P= 2260 lb Length of wall L:= 8•ft+ 5•ft+ 4-ft L= 17ft P Shear v:= — v= 132.94pIf A 4 Overturning Mot:= P•8•ft•— Mot= 4254.121b•ft Moment 17 (4_ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10.psf•8•ft)• 2 + 0.6.600•lb•4•ft Moment Mr = 1968lb•ft Mot- Mr Holdown = 571.53 lb Force Oft Main Level Wind Force P:= 4660•lb P=4660 Ib Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v= 179.23p1f S 8 Overturning Mot:= P•9•ft•26 Mot= 12904.62lb•ft Moment (8.ft)2 Resisting Mr:= 0.6 (15 psf•2•ft+ 10.psf•17•ft)• 2 + 0.6.800•lb•8-ft Moment Mr = 7680lb-ft Mot- Mr Holdown = 653.08 lb 8ft Force II GREEN MOUNTnIN PROJECT: Riverside - 2885 Ike structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373-lb P= 23731b Length of wall L:= 7.5•ft+ 11•ft+ 4•ft L= 22.5ft P Shear v:= - v= 105.47p1f A L 7.5 Overturning Mot:= P•8•ft•— Mot= 6328 lb ft Moment 2.25 (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 = 5231.25lb,ft Mot- Mr Holdown = 146.23 lb Force 7.5•ft Main Level Wind Force P:= 3813•Ib P= 38131b Length of wall L:= 6•ft+ 7•ft+4•ft L= 17ft P Shear Wind v:_ - v 224.29 plf S 4 Overturning Mot:= P•9-ft•— Mot= 8074.59lb•ft Moment 17 (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= 25921 b•ft Holdown - = 1370.65 lb Force 4.ft HITS 11 GREEN MOUNThIN PROJECT: Riverside - 2885 structural 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•lb P= 4069 lb Length of wall L:= 18.ft L= 18ft P Shear Wind v:= — v= 226.06pIf B Overturning Mot:= P•9•ft Mot= 36621lb•ft Moment (18•ft)2 Resisting Mr:= 0.6.(10•psf•12•ft+ 10 psf•9•ft)• 2 + 0.6-1200 Ib•18ft • Moment Holdown Mot' Mr = 180.5 lb M� = 33372lb•ft Force 18•ft 11 GREEN MOUNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP 5 w:= 6•ft•(4.43.psf + 8.86•psf) w= 79.7 plf 0 / > . ti [1 In I II I H "" II H II L Hit C-I c II yII / ll .e=___ v I I■L -IIL__. / J DESIGN ROOF TO CANTILEVER FROM HOUSE L := 10 ft 0 := 11 ft w M M= 39871 b ft support beam on post in wall at house with ; Simpson HUCQ-SDS T:= C C= 398.7 lb 12 SDS 1/4x2 1/4 screws(min)x 172 lbs=2064 in combined withdraw w i Nail top and bottom chord of first truss to wall with v= 72.49 plf (2)16d nails at 16"o.c.(web to studs)