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Specifications (2) ti(459 got Gi,k5RIEL a MST20t9 -oo5oi HE(.0L ik4t EP ,._., GREEN MOUNThIN Jill 1.11.1112._. II" structural engineering ciTY OF. 1:GARD (ALDING DIVISI )N.; STRUCTURAL CALCULATIONS for Rainier Plan Willow Brook, Lot 8 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 PROP00 444 i . 1 619 iA • OREGO te, sh, 14eA,N117: 17 V ' _646. 41, ANOv Expires: December 31,2019 Project Number: 17282 July 9, 2019 Index Structural Information Lateral Analysis L-1 thru L-18 Framing Analysis F-1 thru F-1 9 ri greenmountainse corn-info@greenmountainse corn-4857 NW Lake Rd., Suite 260,Camas,WA 98607 GREEN MOUNTnIN 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 13. 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. Floor live load: 40 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=140 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=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 GREEN PROSECT PLH- Rainier 7/5/2017 AMA IOW structural engineering DATE: --., . .„_ _. =,. N BY--------- 17282 N- __ ._ JOB NO: 172$2 SHEET: �-� LATERAL ,,. «A �_�. ._M._ _ . SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR 1.2•SDS (Eq.12.14-11 with F=12) V:_ W R Ss mapped spectral acceleration for Ss := 1.00 short periods(Sec.11.4.1) from USGS web site Si mapped spectral acceleration for Si := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa' 1.1 Based on Soil Fv Site coefficient(Table 11.4-2) Fv:— 18 Site Class D SMS Fa'Ss SMS =1.1 (Eq.11.4-1) SMI := Fv-Si SMi = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2 SDS•= 3'SMS SDS = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 Sol 3'SM1 SDI = 0.41 1.2 SDS R:= 6.5 WOOD SHEAR PANELS 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=1.3 per 12.3.4.2) WSD:= 0.7•E 0.7.1.3-0.135-W 0.123-W WOOD SHEAR PANELS GREEN M O O N TI1 I N PROJECT: PLH- Rainier structural engineering DATE: 7/5/2017 BY JOB NO: 17282 SHEET: L-2 LATERAL ..z,.,. SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 1111 11 -•- • 7.4 psf psf 111 Wind ease Shear Length L:= 50•ft Height Ht:= 27-ft WIND := L•Ht•(11•psf + 7.4-psf) WIND = 248401b SEISMIC Fr- Wroof F2 - — Wfloor — ti�Javall Seismic ease Shear Aroof 55•ft•50•ft Aroof = 2750 ft2 Afloor := 55•ft•50 ft Afloor = 2750 ft2 Wwalls 2.18•ft•50•ft Wwalls = 1800ft2 SEISMIC:= (Aroof'15•psf + Afloor'10•psf + Wwalls'10•psf)•0.123 SEISMIC= 10670.251b WIND GOVERNS DESIGN GREEN MOUNTAIN PROJECT: PLHRain><er IOAMAMA �ry BY:W structural engineering DATE: x- k _.__ _ ... ._.... _ . JOB NO: 17282 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 EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZt := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 gZ:= .00256•KZ•KZt•Kd•V3,2.1 gZ= 24.31 (vanes/height) 15'-20' KZ:= 0.62 gZ:= .00256•KZ•KZt•Kd•V352•I gZ= 26.44 20'-25' KZ:= 0.66 qz:= .00256•KZ•KZt•Kd•V352 1 qZ= 28.15 25'-30' KZ:= 0.70 q2:= .00256•KZ•KZt•Kd•V352•I q = 29.85 WIND PRESSURE P:= gZ•G•CP G := 0.85 Gust factor Cp pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD PH,:= 0.6.24.31.psf•0.85.0.8 PW= 9.92 psf LEEWARD PL := 0.6.24.31-psf•0.85.0.5 PL = 6.2 psf 15'-20' WINDWARD PW:= 0.6.26.44•psf•0.85.0.8 P,= 10.79 psf LEEWARD PL:= 0.6.26.44•psf•0.850.5 PL = 6.74psf AT ROOF 15'-20' WINDWARD PW:= 0.6.26.44•psf•0.85.0.3 PN,=4.05 psf LEEWARD PL := 0.6.26.44•psf•0.85.0.6 PL = 8.09 psf 20'-25' WINDWARD PW:= 0.6.28.15•psf•0.85.0.3 P,,,= 4.31 psf LEEWARD PL:= 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf GREEN MUNTRIN PRoJECT .11, MRainier IIIW' DATE. 7/5/2017 BY AMA structural engineering - - -- JOB NO: 172$2 SHEET: L-4 LATERAL .. _ xr a.. _ N� _� � . ._� .� _.. .. _ ...A_....u.., WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp—o. 4.31 ,2/ 8.61 Assume \ '' Psf lir \ \ psfcp--�.6/ 0 := 35 ,..‹...\\3.r f . i r 10 ft / 1V.7U sf P / ft 6.74 psf 9.92 \ } ps f 9 ft / windward leeward Loads at F Windward 4.31.psf•10•ft= 43.1 plf Leeward 8.61•psf•10•ft= 86.1 plf Wall loads at upper level at lower level Windward 10.79•psf•4•ft=43.16plf 9.92•psf-9•ft= 89.28plf Leeward 6.74•psf•4•ft= 26.96p1f 6.74•psf•9•ft= 60.66 plf 11 GREEN MOUNThIN PROJECT: PLH- Rainier structural engineering DATE: 7/5/2017 BY: AMA 17282 L 5 JOB NO: SHEET: LATERAL WIND ON ROOF 229 M 0_ 7O70 0 n — 03 Wavg = 150 plf < \ / \ . 0 It N Cfl < N n D) CO"/\ , / \ < LC) N l 1 pi GREEN M O U N T h I N PROJECT: PLH- Rainier 11111, Structural engineering DATE: 7/5/2017 BY: AMA ��.�. JOB NO: 172$2 SHEET: L-6 LATERAL WIND ON UPPER LEVEL 2925 2925 W=150 pff 4133 �n 0 0 I L \ < 0 1 / , c._ c, X n . , c ! 1 t _ il.- _ E C ,- 4133 1 1 ei GREEN M O U N T h I N PROJECT: PLH- Rainier 116, structural engineering DATE: 7/5/2017BY: AMA JOB NO: 17282 SHEET: L-7 LATERAL �. Y_, . ______ .oro..� WIND ON MAIN LEVEL M= 80(16)2/2=102401b T=C= 10240 = 853 lb 7878 > _ o m 00 —itL 00 m • •• 113" -4\ . . . 1 , ill Tcir' _ 1 ,:______,1 6675_Jr.'s\--i 6675 N 4350 z J • L ,__, ____ . . _ ____ , ___ .._ ___ --1,-//////////1— I — 5933 //////////1- 5933 c o A GREEN M O O N TSI I N PROJECT: PLH Rainier structural engineering DATE: 7/52017 BY: AMA JOB NO: 17282 SHEET: L-8 LATERAL SHEAR WALL DESIGN Pdl f dl I Wdl V Y ! P ( ) P:= wind V:= seismic h R=Hol down Force Based on Basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7•E Overturning Moment: Mot:= P•h (L2 Resisting Moment: Mr := 0.6•(Wdl + Wwaii)'2 + 0.6•Pa•L Mot — Mr Holdown Force R L 111 GREEN MOUNThIN PROJECT: PLH Rainier DATE: 7/5/2017 BY AMA structural engineering . .a .,w A JOB NO: 17282 SHEET: L-9 LATERAL ._ .�$ . .� TM,..w...�_.� �...�.. Shear Wal Is at Left Elevation Upper Level Wind Force P:= 2925•Ib P= 2925Ib Length of wall L:= 26-ft+ 7ft+ 8ft. L= 41ft P Shear v:= — v= 71.34 plf A L 7 Overturning Mot := P•8•ft — Mot = 3995.12lb•ft Moment 41 (7 ft)2 Resisting Mr:= 0.6 (15 psf 20 ft+ 10 psf•8 ft)• 2 + 400•Ib•7•ft Moment Mr = 8386 lb•ft Mot - Mr Holdown =-91.48 lb Force 48•ft Main Level Wind Force P:= 6675.1b P= 66751b Length of wall L:= 15•ft+ 18ft+ 15ft L= 48ft P Shear v:= — v= 139.06 plf $ L 15 Overturning Mot := P•9•ft•— Mat = 18773.44 Ib•ft Moment 48 (15•ft)2 Resisting Mr:= 0.6•(15•psf•20•ft+ 10•psf•17-ft) 2 + 600•Ib-15•ft Moment Mr =40725 lb-ft Holdown Mat - Mr --1463.44 lb Force 15-ft 11 GREEN M O U N T R I N PROJECT: PLH- Rainier 7/5/2017AMA 4" structural engineering °ATE.: � �p BY JOB NO 17282 SHEET: L-10 LATERAL Rear Elevation Upper Level Wind Force P:= 4133•Ib P=41331b Length of wall L:= 6•ft+ 12•ft+ 4ft L= 22 ft P Shear v:= — v= 187.86 plf B L 4 Overturning Mot := P•8•ft — Mot = 6011.64 lb•ft Moment 22 (4•ft)2 Resisting Mr := 0.6•(15 psf.6.ft+ 10.psf•8•ft). 2 + 400•Ib•4•ft Moment Mr= 2416Ib•ft Mot — Mr Holdown = 898.91 lb Force 4.ft Main Level Wind Force P:= 7878•Ib P= 78781b Length of wall L:= aft+ 5ft•2+ 4ft L= 17ft P D Shear v:= — v= 463.41 plf L 3 Overturning Mot := P•9•ft•— Mot = 12512.12 lb•ft Moment 17 (3.ft)2 Resisting Mr:= 0.6 (15•psf•5•ft+ 10psf•18ft)• 2 + 600•Ib•3•ft Moment Mr = 2488.5 l b-ft Holdown Mot — Mr — 3341.21 lb HTT5 Force 3•ft GREEN MOUNTAIN PROJECT: PLH- Rainier %If structural engineering DATE: 7/5/2017 .._ 7/5. 017 ByAMA ..w,, JOB NO: 17282 SHEET: L-�� LATERAL _ Shear Walls at Right Elevation Upper Level Wind Force P:= 2925.1b P= 2925 lb Length of wall L:= 44ft L= 44 ft P Shear v:= - v= 66.48p1f A L Overturning Mot := P•8•ft Mot = 23400lb•ft Moment (44.ft)2 Resisting Mr:= 0.6-(15•psf•20•ft+ 10•psf•8•ft)• + 400•Ib•44•ft 2 Moment Mr = 2.38 x 105lb•ft Mot - Mr Holdown = -4884.18 lb Force `4•ft Main Level Wind Force P:= 6675•Ib P= 6675lb Length of wall L:= 4•ft+ 7ft+ 26ft+ 4ft L=41ft P B Shear v:= — v= 162.Spif 4 Overturning Mot:= P•9•ft•— Mot = 5860.98 lb-ft Moment 41 (4•ft)2 Resisting Mr:= 0.6•(15•psf•20•ft+ 10•psf•17•ft)• 2 + 600•Ib•4•ft Moment Mr =4656lb•ft Holdown Mot - Mr Force = 301.24 lb 4-ft 11 GREEN M O U N T h I N PROJECT: PLH- Rainier 7/5/2017 AMA I" structural engineering °ATE. BY* ugw JOB NO: 17282 SHEET: L-12 LATERAL Shear Walls at Front Elevation Upper Level Wind Force P:= 4133•Ib P=41331b Length of wall L:= 2•ft•5 + 6ft+ 2.75ft•2 L= 21.5ft P Shear v:= — v= 192.23p1f B L 2.75 Overturning Mot:= P•8•ft Mat =4229.12lb•ft Moment 21.5 (2.75•ft)2 Resisting Mr:= 0.6•(15-psf-5•ft+ 10-psf•8•ft)• 2 + 400•Ib-2.75•ft Moment Mr = 1451.66Ib•ft Mot — Mr Holdown — 1009.99 lb Force 2.75•ft Main Level Wind Force P:= 5933•lb P= 5933Ib Length of wall L:= 2.75•ft+ 2.5ft+ 2ft•2+ 1.5ft L= 10.75 ft P Shear v:= — v= 551.91 plf D & E L 2 Overturning Mot := P'8- —10 = 8830.51 lb•ft Moment 10.75 (2•ft)2 Resisting Mr:= 0.6 (10 psf•9•ft+ 10•psf•17•ft)- 2 + 600•Ib•2•ft Moment Mr = 1512lb•ft MotMr Holdown ft = 3659.26 lb HTT5 / STHD14 Force GPLH Rainier PROJECT DATE: m� 7�5�2017 „,�„ .,.•�.����BY:� ga..�A_„_�...,�K�.�� 1111110' structural engineering .A . .�m . w_ JOB NO: 17282 SHEET: L-13 LATERAL , ,„ ,.��_ r r:. . ,„, ,_ Shear Walls Cont Rear wall of garage Wind Force P:= 4350 lb P= 4350 Ib Length of wall L:= 12ft+ 10ft L= 22 ft P Shear v:= —L v= 197.73plf B 10 Overturning Mot := P•9•ft•— Mot = 17795.45 Ib ft Moment 22 (10•ft)2 Resisting Mr:= 0.6•(15•psf•5•ft+ 10•psf•8•ft)• + 400•Ib•10•ft Moment 2 Mr = 8650lb•ft Mot — Mr Holdown = 914.55 lb Force 10•ft h GREEN M O U N T n I N PROJECT PLH- Rainier DATE 7/5/2017 BY: AMA structural engineering .. n JOB NO: 172$2 SHEET: L-14 LATERAL : �... N...{ � . CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE V35:= 140•mph Exp. B P:= gh•[(GCpf) - (GCPi)] MEAN ROOF HT=30 ft(max) 0 := 25 KZ:= 0.70 KZt := 1.0 Kd:= 0.85 V:= 140 I := 1.0 qh := .00256•KZ•KZt•Kd•V2•I qh = 29.85 psf G•CPf From Fig 28.4-1 0 := 25 GCpf := -0.61 GCP• := 0.18 P:= gh•[(GCpf) - (GC01 P=-23.59 psf USING LOAD COMBINATION 16-15: 0.6D+0.6W MAX NET UPLIFT- USE ROOF DEAD LOAD =12 PSF lb W:= 0.6.12•psf - 0.6.23.6•psf W=-6.96 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA At:= 6ft•20•ft At = 120ft2 UPLIFT U := At•W U =-835.2 lb USE(2) Simpson H2.5A's 11 GREEN MOUNTAIN PROJECT: PLH- Rainier structural engineering DATE: 7/5/2017 BY: ALVI . A �. a ���,. __..__�. a. JOB NO: 17282 SHEET: LATERAL 17 fl: L-15 Analyze Living Room - Tall Wall Wind on Components ASCE 7-10 CH. 30 Pnet �' I'Pnet30 at mean roof ht:= 30•ft 0 70–450 Zone 4 V:= 140•mph exp. B Effective Wind Area = L *L /3= EWA L L:= 18•ft EWA:= L•—3 EWA= 108 ft2 � := 1.0 l := 1.0 Pnet30 33.0'Psf Pwsd = 0.619n et30 =20 PSF A)Center Mullion 5)Outside Mullion W= 20 psf x 2' =40 plf W= 20 psf x 4 ft= 80 plf r L 17.88ft 3 �- 17.88ft II Project: . � page !,==t 7Anne Location:center window mullion — Anderson Structural Engineering Column of [2015 International Building Code(2012 NDS)] (3) 1.5 INx5.5INx17.88FT � #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.3 7/12/2017 12:27:46 PM Section Adequate By:0.6% L-16 CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.73 IN=L/124 Live Load Deflection Criteria: L/123 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 350 lb Dead Load: Vert-DL-Rxn= 296 lb B Total Load: Vert-TL-Rxn= 646 lb 'Wo HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 715 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 715 lb COLUMN DATA Total Column Length: 17.88 ft Unbraced Length(X-Axis)Lx: 17.88 ft Unbraced Length(Y-Axis)Ly: 17.88 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.15 17.88 f;> w Lateral Load Duration Factor(Wind/Seismic) 1.60 COLUMN PROPERTIES #1 -Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1500 psi Fc'= 132 psi Cd=1.60 Cf=1.10 Cp=0.05 Bending Stress(X-X Axis): Fbx= 1000 psi Fbx'= 2333 psi Cd=1.60 CF=1.30 Cr-1.15 CI=0.98 Bending Stress(Y-Y Axis): Fby= 1000 psi Fby'= 2392 psi Cd=1.60 CF=1.30 Cr=1.15 ����• Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi A Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 4.5 in AXIAL LOADING Area: A= 24.75 in2 Live Load: PL= 350 lb Section Modulus(X-X Axis): Sx= 22.69 in3 Dead Load: PD= 200 lb Section Modulus(Y-Y Axis): Sy= 6.19 in3 Column Self Weight: CSW= 96 lb Slenderness Ratio: Lex/dx= 39.01 Total Load: PT= 646 lb Ley/dy= 47.68 LATERAL LOADING (Dy Face) Column Calculations(Controlling Case Only): Uniform Lateral Load: wL-Lat= 80 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 12 psi Allowable Compressive Stress: Fc'= 132 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 3197 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1691 psi Allowable Bending Stress(X-X Axis): Fbx'= 2333 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2392 psi Combined Stress Factor: CSF= 0.76 NOTES Project: page Anne Location:Outside window mullion 4;; ; Anderson Structural Engineering Column of [2015 International Building Code(2012 NDS)] (2) 1.5 IN x 5.5IN x 17.88 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.3 7/12/2017 12:29:00 PM Section Adequate By:26.2% L-17 CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.38 IN=L/155 Live Load Deflection Criteria: L/123 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 175 lb Dead Load: Vert-DL-Rxn= 164 lb B Total Load: Vert-TL-Rxn= 339 lb HORIZONTAL REACTIONS 4,4 Total Reaction at Top of Column: TL-Rxn-Top= 358 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 358 lb COLUMN DATA Total Column Length: 17.88 ft Unbraced Length(X-Axis)Lx: 17.88 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.15fria 17.88-7 w Lateral Load Duration Factor(Wind/Seismic) 1.60 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 267 psi Cd=1.60 Cf=1.10 Cp=0.11 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1835 psi Cd=1.60 CF=1.30 CI=0.98 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1872 psi Cd=1.60 CF=1.30 PP Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3 in AXIAL LOADING Area: A= 16.5 in2 Live Load: PL= 175 lb Section Modulus(X-X Axis): Sx= 15.13 in3 Dead Load: PD= 100 lb Section Modulus(Y-Y Axis): Sy= 4.13 in3 Column Self Weight: CSW= 64 lb Slenderness Ratio: Lex/dx= 39.01 Total Load: PT= 339 lb Ley/dy= 32 LATERAL LOADING (Dy Face) Column Calculations(Controlling Case Only): Uniform Lateral Load: wL-Lat= 40 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 10 psi Allowable Compressive Stress: Fc'= 267 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 1598 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1268 psi Allowable Bending Stress(X-X Axis): Fbx'= 1835 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1872 psi Combined Stress Factor: CSF= 0.71 NOTES GREEN MO U N TSI I N PROJECT: PLH- Rainier 11111W structural engineering 7/5/2017 DATE: BY AMA JOB NO: 17282 SHEET: L-18 LATERAL µ,�....�. Determine Diaphragm Shear&Deflection First Floor: Seismic Force FPx <_ 0.4•Sds•I•WP (ASCE 7-10 12.10-3) SDs:= .73 I := 1.0 WSD FPx := 0.7.0.4•SDs•I•wpx FPx := 0.2•wpx WDL := 15-psf w W•w 0.2 w = 60 If W 20 ft seismic •– DL' seismic – p L:= 50•ft w-- seismic force 7/8" PLY i' ��`' ✓ �' 10 D NAILS _ _0 EDGES 16""2FIELD W wseismic' 2 v= 75plf / / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM Vallowed 215•plf > v=75 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 75 plf A:_ (1.5-in)-(5.5•in) Area of chord cross section L= 50 ft E := 1400000-psi Modulus of elasticity of chords lb W= 20 ft GA:= 8.5 - (Table 4.2C) in EAcx:= 2•[0.03125•(16-in + 32•in + 32•in + 16-in)] EAcx= 6in Breyer CH.9.8 5•v-L3 'int 0.25-v•L (EA,x)ft A :_ • — + + 0 = 0.286 in 1000•GA 2•W GREEN M O O N TIA I N PROJECT: PLH- Rainier IOWBY:,,.� AMA structural engineering DATE: 7/5/2017 JOB NO: 17282 F-� SHEET: FRAMING __._. , n,..n ____ ROOF LOADS Wd = 15psf WI = 25psf OPTIONAL-� ROOF \ / C N0 P D. Ct w / ' 0 Q./ o/a C NI Ct b:3Q' 10 1 %• , • / \ _._r\. _\_ PI GREEN M O U N T n I N PROJECT: PLH- Rainier 1111110 structural engineering °ATE: �/5/201� BY: AMA JOB NO: 17282 SHEET: F-2 FRAMING TRACK ROOF LOADS 7 00 1 , n 0 0 i o- _ Al V V -] . p0 � 9 C , 0% ,��y00 . . GREEN MOUNTIIIIN PROJECT: PLH- Rainier BY: 11111W structural engineering DATE: 7/5/2017 AMA 17282 F-3 JOB NO: SHEET: FRAMING 2ND FLOOR LOADS Wd = 1 Opsf WI = 40psf - PBXL16' IC* <Wi , ,,---,_, , 0 (A o .X.ou) t. H iti7 _1 u) < - , 0 - -, 0 04/ 1= 4'41\i. LJ_ 00 00 \1 L J\ \ 1 c 4 I I, ® 1 --:-.) 1\ \\\\ • CD X oo 0 oo . g 1 bcX CD 4 x 1 0 ••••""- (' a 0 -19 ©EL L V 2 0 I 0 _.-- 0 g 0 111 GREEN MOUNTSII1 1 PROJECT: PLH- Rainier . IOW Structural engineering DATE: 7/5/2017 BY: AMA JOB NO: 17282 SHEET: F-4 FRAMING 0 wd1=180 1.75 x 11.875 LVL VV V V X w11=210 A12' 2.379 2379 3540 1800 @2.5' @6.5' 4 © 3.5 x 11.875 LVL A A OK TO RAKE CUT 6' 3111 2338 3040 3111 @8.5' @20' w=75 6 wd1=185 5.5 x 18 GL V V x w11=340 20' A 122' 5503 14939 634 1500 @6' 0 wd1=75 5.5 x 12 GL V V V V w11=125 16' A 2652 2277 4400 980 wd1=340 @12' @14' 16 1 w11=700 il. V 5.5 x 18 GL A A 19' 10211 7017 19 wd1=215 7 x 11.875 LVL X V V V V w11=415 A 17' 55 5 - III GREEN M O U N T h I N PROJECT: PLH- Rainier 111111, structural engineering DATE: 7/5/2017 r BY: AMA JOB NO: 17282 SHEET: F-5 FRAMING FOUNDATION LOADS ��00 �,00 240x12 eX "9 0 0 i Fp' T T:::1,1 fec 24X24 1 2 2 8 X 2 3 X 1 7 4 (5O O I 0000000000000 0 0 36X36X12\ 0 I I •� u ® ® oma-o moo f O ® 000 b 28 .X12 00 —5 10—? 46-0-0 b b b 28X23:/' ' 00 42X42X1 2\ • ® 0 0 0 0 �� X00 24X24X1 2 ® ® Q 0," —.,---.-p,r.--.— 1 0 0 Project: r page Green Mountain Location: 3 �� W" Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 12.0 FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 10.0.1.4 7/6/2017 8:37:45 AM Section Adequate By:43.8% F-6 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/682 Dead Load 0.19 in Total Load 0.40 IN L/361 Live Load Deflection Criteria. L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1260 lb 1260 lb Dead Load 1119 lb 1119 lb Total Load 2379 lb 2379 lb Bearing Length 1.81 in 1.81 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft — 12ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 210 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 180 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 2600 psi Fb'= 2994 psi Total Uniform Load 396 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Comp.1 to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 7137 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2379 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 28.6 in3 41.13 in3 Area(Shear): 10.89 in2 20.78 in2 Moment of Inertia(deflection): 121.68 in4 244.21 in4 Moment: 7137 ft-lb 10263 ft-lb Shear: -2379 lb 4541 lb NOTES Project: r page Ande / Location: 5 Anderson Structural Engineering Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 3.5 IN x 11.875 IN x 9.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 9.0.2.3 10/15/2017 10:15:28 AM Section Adequate By: 191.9% F-7 Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1435 Dead Load 0.03 in Total Load 0.11 IN L/989 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 2168 lb 1572 lb Dead Load 943 lb 766 lb Total Load 3111 lb 2338 lb Bearing Length 1.19 in 0.89 in 2 BEAM DATA Center Span Length 9 ft .:i.-._ ##);ii... d _...,.«, t,, #_.Y:A...__...,m Unbraced Length-Top 0 ft en -Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.15 _Notch Depth 0.00 MATERIALUNIFORM LOADS Center PROPERTIES Live Load 0 plf Uniform Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 12 plf Bending Stress: Fb= 3100 psi Fb'= 3569 psi Total Uniform Load 12 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 328 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Two Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 2540 lb 1200 lb Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Dead Load 1000 lb 600 lb Location 2.5 ft 6.5 ft Controlling Moment: 7731 ft-lb 2.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3111 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 25.99 in3 82.26 in3 Area(Shear): 14.24 in2 41.56 in2 Moment of Inertia(deflection): 88.92 in4 488.41 in4 Moment: 7731 ft-lb 24466 ft-lb Shear: 3111 lb 9081 lb NOTES • Project: page • Ande Location:6 . Anderson Structural Engineering Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 5.5 IN x 18.0 IN x 32.0 FT(20+ 12) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.3 10/15/2017 10:30:21 AM F-8 Section Adequate By:96.9% Controlling Factor: Shear DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.23 IN L/1040 -0.03 IN L/4987 Dead Load 0.09 in -0.01 in Total Load 0.32 IN L/752 -0.04 IN L/3528 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 1 REACTIONS A B C 2 Live Load 4018 lb 10898 lb 540 lb Dead Load 1485 lb 4041 lb 94 lb Total Load 5503 lb 14939 lb 634 lb TR1 Bearing Length 1.54 in 4.18 in 0.18 in BEAM DATA Left Center Span Length 20 ft 12 ft Unbraced Length-Top O ft O ft 20 n __ 12 n Unbraced Length-Bottom 20 ft 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Left Center Uniform Live Load 340 plf 340 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 85 plf 85 plf Base Values Adiusted Beam Self Weight 21 plf 21 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cm r= 1850 Total Uniform Load 446 plf 446 plf p psi Fb_cmpr'= 2036 psi Cd=1.15 C/=0.96 Cv=1.00 POINT LOADS-LEFT SPAN Shear Stress: Fv= 265 psi Fv'= 305 psi Load Number One Two Cd=1.15 Live Load 2040 lb 2111 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Dead Load 1000 lb 1000 lb Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Location 8.5 ft 19.9 ft TRAPEZOIDAL LOADS-LEFT SPAN Controlling Moment: -24545 ft-lb Load Number One Over right support of span 1 (Left Span) Left Live Load 50 plf Created by combining all dead loads and live loads on span(s)1,2 Left Dead Load 25 plf Controlling Shear: -10215 lb Right Live Load 50 plf At right support of span 1 (Left Span) Right Dead Load 25 plf Created by combining all dead loads and live loads on span(s) 1,2 Load Start 0 ft Load End 8.5 ft Comparisons with required sections: Req'd Provided Load Length 8.5 ft Section Modulus: 144.66 in3 297 in3 Area(Shear): 50.28 in2 99 in2 Moment of Inertia(deflection): 639.94 in4 2673 in4 Moment: -24545 ft-lb 50393 ft-lb Shear: -10215 lb 20114 lb NOTES Project: '. page „ > ,..Green Mountain Location:7 +i ; •r Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] v _;e_ —"`""r- 5.5 ,5.5 INx12.0INx16.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/6/2017 8:42:25 AM Section Adequate By. 152.1% F-9 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/857 Dead Load 0.14 in Total Load 0.36 IN L/528 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1625 lb 1375 lb Dead Load 1027 lb 902 lb Total Load 2652 lb 2277 lb Bearing Length 0.74 in 0.64 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.21 Uniform Live Load 125 plf Notch Depth 0.00 Uniform Dead Load 75 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 214 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One Live Load 1000 lb Cd=1.15 Dead Load 500 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 6 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- I = 650 psi Fc- = 650 psi Controlling Moment: 12043 ft-lb 6.08 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2652 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 52.36 in3 132 in3 Area(Shear): 13.05 in2 66 in2 Moment of Inertia(deflection): 270.09 in4 792 in4 Moment: 12043 ft-lb 30360 ft-lb Shear: 2652 lb 13409 lb NOTES Project: '.,, page Anne Location: 13 xf Anderson Structural Engineering Multi-Loaded Multi-Span Beam 40, of [2015 International Building Code(2012 NDS)] "`` 3.5 IN x 11.875 IN x 7.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 9.0.2.3 3/11/2018 2:05:04 PM Section Adequate By: 300.4% F-9A Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2453 Dead Load 0.01 in Total Load 0.04 IN L/1921 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1680 lb 1680 lb Dead Load 465 lb 465 lb Total Load 2145 lb 2145 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center W Span Length 7 ft Unbraced Length-Top 0 ft __. 7ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 480 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Total Uniform Load 613 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Comp.L to Grain: Fc-1= 800 psi Fc--- = 800 psi Controlling Moment: 3755 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2145 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 19.36 in3 82.26 in3 Area(Shear): 10.38 in2 41.56 in2 Moment of Inertia(deflection): 71.69 in4 488.41 in4 Moment: 3755 ft-lb 15953 ft-lb Shear: 2145 lb 8590 lb NOTES Project: page ' ,Ande Location: 16 ,w ;," Anderson Structural Engineering Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 5.5 IN x 18.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.3 10/15/2017 10:17:48 AM F-10 Section Adequate By: 34.0% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/533 Dead Load 0.22 in Total Load 0.65 IN L/351 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 6734 lb 4566 lb Dead Load 3477 lb 2451 lb Total Load 10211 lb 7017 lb 2 Bearing Length 2.86 in 1.96 in TRI BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft — 19ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.33 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 21 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2658 psi Load Number One Two Cd=1.15 Cv=0.96 Live Load 3000 lb 600 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 1400 lb 380 lb Cd=1.15 Location 12 ft 14 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.L to Grain: Fc-1= 650 psi Fc-L'= 650 psi Load Number One Left Live Load 700 plf Controlling Moment: 49113 ft-lb Left Dead Load 340 plf 9.69 Ft from left support of span 2(Center Span) Right Live Load 700 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 340 plf Controlling Shear: 10211 lb Load Start 0 ft At left support of span 2(Center Span) Load End 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11 ft Comparisons with required sections: Req'd Provided Section Modulus: 221.72 in3 297 in3 Area(Shear): 50.26 in2 99 in2 Moment of Inertia(deflection): 1370.29 in4 2673 in4 Moment: 49113 ft-lb 65789 ft-lb Shear: 10211 lb 20114 lb NOTES • page Project: Green Mountain Location: 19 v Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 7.0 IN x 11.875 IN x 17.0 FT Versa-Lam 3100 Fb-Boise Cascade StruCalc Version 10.0.1.4 7/6/2017 8:46:18 AM Section Adequate By: 80.1% F-11 Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/511 Dead Load 0.23 in Total Load 0.63 IN L/324 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3528 lb 3528 lb Dead Load 2034 lb 2034 lb Total Load 5562 lb 5562 lb Bearing Length 1.06 in 1.06 in w BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 17 ft111MMMM. Live Load Duration Factor 1.15 Notch Depth 0.00 • UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 415 plf Versa-Lam 3100 Fb-Boise Cascade Uniform Dead Load 215 plf Base Values Adiusted Beam Self Weight 24 plf Bending Stress: Fb= 3100 psi Fb'= 3569 psi Total Uniform Load 654 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.L to Grain: Fc--L.= 750 psi Fc-L'= 750 psi Controlling Moment: 23635 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5561 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 79.46 in3 164.52 in3 Area(Shear): 25.45 in2 83.13 in2 Moment of Inertia(deflection): 542.33 in4 976.83 in4 Moment: 23635 ft-lb 48933 ft-lb Shear: -5561 lb 18163 lb NOTES Project: page Green Mountain / Location:PB Green Mountain SE Multi Loaded Multi Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 8:58:35 AM Section Adequate By:27.4% F-12 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1172 Dead Load 0.08 in Total Load 0.20 IN L/711 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1050 lb 1050 lb Dead Load 680 lb 680 lb Total Load 1730 lb 1730 lb Bearing Length 0.79 in 0.79 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 175 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 105 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 288 plf Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 5191 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1730 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 57.93 in3 73.83 in3 Area(Shear): 12.54 in2 39.38 in2 Moment of Inertia(deflection): 105.09 in4 415.28 in4 Moment: 5191 ft-lb 6615 ft-lb Shear: 1730 lb 5434 lb NOTES Project: " page Green Mountain Location: PBXL �, �' � 'Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/12/2017 1:46:54 PM Section Adequate By: 3.7% F-13 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/631 Dead Load 0.21 in Total Load 0.51 IN L/377 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 945 lb 945 lb Total Load 2345 lb 2345 lb Bearing Length 0.68 in 0.68 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft — 16ft -- Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 175 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 105 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 293 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 9381 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2345 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 111.87 in3 116.02 in3 Area(Shear): 17.99 in2 61.88 in2 Moment of Inertia(deflection): 311.68 in4 652.59 in4 Moment: 9381 ft-lb 9728 ft-lb Shear: 2345 lb 8064 lb NOTES page Project: lvfre Green Mountain Location: ( FB Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.5 IN x 6.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 7/6/2017 9:00:22 AM Section Adequate By: 137.2% F-14 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1367 Dead Load 0.03 in Total Load 0.08 IN L/862 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 2100 lb 2100 lb Dead Load 1231 lb 1231 lb Total Load 3331 lb 3331 lb Bearing Length 1.06 in 1.06 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 700 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 400 plf Base Values Adjusted Beam Self Weight 10 plf Bending Stress: Fb= 2325 psi Fb'= 2732 psi Total Uniform Load 1110 plf Cd=1.15 CF=1.02 Shear Stress: Fv= 310 psi Fv'= 357 psi Cd=1.15 Modulus of Elasticity. E= 1550 ksi E'= 1550 ksi Comp.1 to Grain: Fc-1= 900 psi Fc- L'= 900 psi Controlling Moment: 4997 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3331 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reci'd Provided Section Modulus: 21.95 in3 52.65 in3 Area(Shear): 14.02 in2 33.25 in2 Moment of Inertia(deflection): 52.22 in4 250.07 in4 Moment: 4997 ft-lb 11985 ft-lb Shear: -3331 lb 7902 lb NOTES page Project: „,. Green Mountain Location:Cl �� Green Mountain SE Column or [2015 International Building Code(2015 NDS)] 04/K-:;0-04 '''''-r' 5.5 IN x 7.5 IN x 8.5 FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.4 7/12/2017 1:51:51 PM Section Adequate By:2.1% F-15 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 10000 lb Dead Load: Vert-DL-Rxn= 6065 lb Total Load: Vert-TL-Rxn= 16065 lb COLUMN DATA Total Column Length: 8.5 ft B Unbraced Length(X-Axis)Lx: 8.5 ft Unbraced Length(Y-Axis)Ly: 8.5 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Hem-Fir f, Base Values Adjusted ' �{ ': Compressive Stress: Fc= 575 psi Fc'= 398 psi E %` 3 Cd=1.00 Cp=0.87 Ci=0.80 V' Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 460 psi ,;4 Cd=1.00 CF=1.00 Ci=0.80 8.5 ft Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 460 psi Cd=1.00 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi Column Section(X-X Axis): dx= 7.5 in /” Column Section(Y-Y Axis): dy= 5.5 in Area: A= 41.25 in2 Section Modulus(X-X Axis): Sx= 51.56 in3 Section Modulus(Y-Y Axis): Sy= 37.81 in3 Slenderness Ratio: Lex/dx= 13.6 Ley/dy= 18.55 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 389 psi Live Load: PL= 10000 lb Allowable Compressive Stress: Fc'= 398 psi Dead Load: PD= 6000 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 65 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 16065 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 460 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 460 psi Combined Stress Factor: CSF= 0.98 NOTES 1 GREEN M O U N T h I N PROJECT PLH Rainier DATE: 7/5/2017 BY: "...—AMA �. %10. structural engineering � ���s.� .„ � � . ,u JOB NO: 17282 SHEET: F-16 FRAMING Foundation Design Soil Bearing Pressure SBP:= 1500.psf (assummed) continuous foundation footing 16 inches wide with a 8 inch stem that is 16 inches tall. total engaged area Allowed Load A:= (16•in + Sin + 16•in)•16•in A= 4.4 ft2 Allowed Load SBP•A = 6666.7 lb MEMin. F 1 1111111111111111111111116 II. Individual Footings: Size Area Capacity 18" diameter A:= 9•in-9•in•3.14 Pall 1500-psf•A Pall = 2649.4 lb 24x24" A:= 24-in-24•in Pall 1500•psf-A Pall = 6000 lb 28'x28" A:= 28•in-28•in Pall 1500•psf•A Pall = 8166,7 lb 36"x36" A:= 36•in•36•in Pail := 1500-psf•A Pall = 13500lb 48"x48" A:= 48-in•48•in Pall := 1500-psf•A Pall = 240001b Continuous Footings: 12 inch wide: Capacity 1500 psfX 12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf II