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Specifications (23) mss 1 ,- Ca)Ci t \ �c'? Q5 C-t--. GREEN MOUNTAIN ,$E .. 5 :,, . structural engineering Lateral Analysis For Riverside Homes - Plan 2885 A Progress Landing Lot 12 Tigard, OR March 16,2018 f��p PROF 'ES �G N Fcc so 49 8PE 'Q y I OREGON 011V. NO 0�NA12, _AC. Exnires: 12. 1.1.8 JOB NO: 17485 ***LIMITATIONS*** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMAION PROVIDED BY THE CLIENT,WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME.NO RESPONISBILTY 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-15 111 greenmountainse.com-info@a greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 3 t OGRE_ EN MOUNTAIN 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 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 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 I T ry� GREEN MOUNThIN PROJECT: Riverside - 2885 MI structural engineeringDATE• 12/4/2017CM BY: B JONO: 17485 SHEET: L i LATERAL _.h �,. SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•Sps SEISMIC BASE SHEAR V:= R •W (EQ.2.14-11 with F=12) SS mapped spectral acceleration for S5:= 1.00 short periods(Sec.11.4.1) from USGS web site 59 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•S5 SMs=1.1 (E9.11.4-1) SMi:= Fv•S1 SM1= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 Sc)s= —3•SMs SDs= 0.73 > 0.50g SEISMIC 2 CATEGORY SDI:= 3•SMi SDI= 0.41 > 020g D per Table 11.6-1 WOOD SHEAR PANELS 1.2•Sps R:= 6.5 Table 9.52.2 V:_ •W R 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 0.123W WOOD SHEAR PANELS II T [ GREEN MOUNThIN Riverside - 2885 PROJECT. structural engineering DATE: 12/4/2017 BY: CM y JOB NO: 17485 SHEET:, L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL psf _4 psf Wind ease Shear 1(. Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf+ 7.4•psf) SEISMIC WIND= 22963.2Ib Fr Wroof F2 - — Wfloor — Seismic WwaI I base Shear Arm:= 52•ft•40•ft Arm= 2080ft2 Afloor:= 43•ft-40•ft Afloor= 1720ft2 Wwalis= 4.52•ft•20•ft Wwalls=4160ft2 SEISMIC:_ (Aroo 15•psf+ Arycor 15 psf+Wwalls•10•psf)•0.123 SEISMIC=12127.8 lb WIND GOVERNS DESIGN II r , GREEN MOUNTRIN PRo�ECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB 17485 SHEET: L-3 �� LATERAL .. _ WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•Kz•Krt•Kd.V2.I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Krt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 q2:= .00256•KZ K •Kd V3s2 I qZ=19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•Krt•Kd•V3s2.1 qZ= 21.42 20' 25' KZ:= 0.66 q2:= .00256•Kz•Krt•Kd•V3s2•I qz= 22.8 25'-30' KZ:= 0.70 q2:= .00256•KZ Krt•Kd•V3s2 I qz= 24.18 II I { GREEN MOUNTIIIN PROJECT: Riverside - 2885 tie structural engineering DATE: 12/4/2017 BY: CM J0B NO: 17485 SHEET: L-4 LATERAL �� WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= qz•G•C, G:= 0.85 Gust factor C, pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 16053.1 0'-'5' WINDWARD P,y:= 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 PH,:= 13.49,psf•0.85.0.8 P,y=9.17 psf LEEWARD PL:= 13.49.psf•0.85.0.5 PL= 5.73psf 20-25' WINDWARD PN,:= 14.36.psf•0.85.0.8 P,v= 9.76psf LEEWARD PL:= 14.36.psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD PN,:= 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 PM,:= 13.49•psf•0.85.0.3 PW= 3A4 psf LEEWARD PL:= 13.49.psf•0.85.0.6 PL= 6.88 psf 20'-25' WINDWARD PM,:= 14.36•psf•0.85.0.3 PN,= 3.66psf LEEWARD PL:= 14.36•psf•0.85.0.6 PL= 7.32 psf WINDWARD P,w:= 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 2885 structural engineering DATE_ 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATERAL � n ,�.x. �K ,._ WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 4 :GI 8ssume `Cp-o.3 psf a := 35 41114‘, 7Cp--0.6 8ft 9.17 psf 61 psf Mean Roof Height 18+22 = 20 2 Loads at Roar roof-ave Windward 3.44•psf•5.5•ft=18.92 plf Leeward 6.88•psf•5.5.ft= 37.84 plf Wail 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 II 11�� Vici � „� vs Roof A(,s f + 1 L-6 I I t E 111. ,H111 b !1 7 11 I I IR PRE. 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Two ua j 0 Xt III 1t1 ill I crani r---1 1 EE 3 O il 0l..J i Si"J'1LAUNORY�^'T I I - ( 14—J V — P4S 'i— z fe i b PBS V/ I I W7 a Q } 1-L?''�.��v..3C i j ..1Pies a' \\.......17 C C . 1.oFT BEDROOM BEDROOM THREE OUR I f1 L. i, MililH i if, 7 �..a i , C , . 116 1111 ES. R. 2030 6030 PIC.( RESS) ERESS)SI-DR' w • ..k../44..kL-8 DJ La 11.1040 Z to i. amiNTENENgs --1 DINING ROOM GREAT ROOM ocKE11_=41 oencE 1 � II v rnsTAIR CI 1 i n - ----- IN DETAIL +1�. 1 u L-- - .7.-- 1 , ri .__.4. C II KITCHEN 1 111 i ___-_ ..+-- llh . v � 11 1 1 1 1 1 1 1 10 III ,1 I I I 111 ', \ 4 UP 9 le . .. V DETAIL 1 w3.0. I iti GARAGE 1 I� D FOYER ---.t:=y r ____)_a i It I 110 191, DEN Ilkui 111 1 li ill U air i®.il 143 Cl ii . . G te2ortle• *4140 o r GREEN MOUNTAIN PROJECT:. Riverside - 2885 : c x, : 12/4/2 017 BY: CM structural engineering DATE n-�-.... a _ JOB rig: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN I'dl Pd 4 Wdl I P (V) P:= wind V:= seismic h It R=HoIdown Force Based on 2012 IBC basic Load Combinations 1605.31 0.6D+ W (Equation 16-11) 0.6-D+ 0.7•E (Equation 16-12) Overturning Moment: Mat:= ('•h LZ Resisting Moment: M�:= 0.6 (Wdi + Wwa��)'(2 + 0.6•126•L Mot— Mr Holdown Force R L 11 + r GREEN MOUNThIIN 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 wail L:= 5•ft+ 4•ft+ 19-ft L= 28ft P Shear v:_ — v= 80.71 plf A L I 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•lb•5•ft Moment Mr= 2625lb•ft Mot— M� Holdown =120.71 lb Force 5-ft Ma/n Level Wind Force P:= 4660.1b P=46601b Length of wall L:= 14•ft+10•ft+ 8•ft L= 32ft P Shear v:= L v=145.63plf S 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= 7680Ib•ft Mot— M� Holdown =350.63 lb 8•ft Force GREEN MOUNTVIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-11 LATERAL ro ... . . sm� 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=175.78p1f B 3.5 Overturning Mot:= P 8•ft — Mot=4921.78lb•ft Moment 135 (3.5•ft)2 Resisting Mr:= 0.6•(15psf•4•ft+ 10 psf•8•ft)• 2 + 0.6.600•lb•3.5•ft Moment Mr=17745lb•ft Mot— Mr Holdown = 899.22 lb Force 3.5 ft MSTC48B3 Ma/n Level Wind Force P:= 2988•lb 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:= L v= 398.4 pif D 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 Mot— Mr Mr=1292.631b•ft Holdown = 2564.89 lb Force 2.25-ft HITS 11 r GREEN MOUNTAIN PROJECT. Riverside 2885 ftop structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATERAL ,�.v. 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:= L v=132.94 plf A 4 Overturning Mot:= P•8•ft•17 Mot= 4254.121b•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 = 571.53 lb Force 4•ft Main Level Wind Force P:= 4660.1b P=4660 16 Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= j v=179.23p1f S 8 OverturningMot:= •P 9•ft•26 Mot= 12904.6216•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 = 653.081b Force 8.ft N „- GREEN MOUNT�IIN PROJECT: Riverside - 2885 lowstructural engineering DATE:, 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373.16 P= 23731b Length of wall L:= 7.5.ft+11.ft+4•ft L= 22.5ft P Shear v:= L v=105.47 plf A 7.5 Overturning Mot:= P•8•ft•— Mot= 6328lb•ft Moment 22.5 (7.5•ft)2 Resisting Mr:= 0.6.(15•psf•24t+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= 381316 Length ofwall L:= 6•ft+ 7•ft+ 4•ft L=17ft P Shear Wind v:= — v= 224.29plf B L 4 Overturning Mot:= 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•Ib4•ft Moment Mat— Mr Mr= 2592lb•ft Holdown =1370.6516 Force 4.ft HTTS It A% r GREEN MOUNTVIIN PROJECT: Riverside - 2885 _ structural engineering DATE: 12/4/2017 BY: CM JOBNO: 17485 SHEET: L-14 LATERAL Interior Shear Wails at back of Garage Ma/n Level Wind Force P:= 4069W lb P=4069 lb Length of wail L:= 18,ft L= 18ft P Shear Wind v:= — v= 226.06 plf 5 L Overturning Mot:= P•9•ft Mot= 36621 lb•ft Moment (18-ft)2 Resisting Mr:= 0.6.(10.psf.12.ft+ 10.psf•9•ft) 2 + 0.6.1200.1b.18.ft Moment Mot— Mr Mr= 33372 lb•ft Holdown =180.5 lb - Force 18ft II 1 R GREEN MOUNTAIN PROJECT: Riverside - 2885 Ilkop 12/4/2017 structural engineering PATE . ._ ., BY:A CM .. W. JOB HO: 17485 SHEET: L-15 LATE RAL WIND ON PORCH ROOF 126 MPH,EXP 5 w:= 6•ft•(4.43•psf+ 8.86•psf) w= 79.7 plf D f (I II II w II (I II L III r cj II Y rd1 Iiimi I ill Ii DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10.ft D:= lift w•L2 M:= 2- M=39871b ft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C=398.7l6 L 12 SDS 1/421/4 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)