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Specifications (2) msrzo ig- coq2e , . fiq.26 5w qiv-aefeZ, S7 GREEN MOUNTAIN 11111110 structural engineering STRUCTURAL CALCULATIONS for Aria Plan RECEIVED Willow Brook, Lot 14 NOV 2 5 2019 CITY OF TIGARD Tigard, Oregon BUILDING DIVISION Contractor: Pacific Lifestyle Homes (360) 573-8081 00 PRO, ‘, i 644 oteiNE '',,„ fr(6,"Z i 4 dt OR EGO ..,.. lik °Pr. 17 ik 04 4f, AND*. Expires: December 31,2019 Project Number: 17283 November 18, 2019 Index Structural Information Lateral Analysis L-1 thru L-12 Framing Analysis .F-1 thru F-1 1 III greenmountainse com-info@greenmountainse com -4857 NW Lake Rd ,Suite 260,Camas,WA 98607 GREEN MOUNThIIN viestructural 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. 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 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 GREEN MOUNTVIIN PROJECT: PLH- Alla DATE: 76/2017 BY AMA structural engineering JOB NO: 172$3 SHEET;..., L-1 L TERAL 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 S5 mapped spectral acceleration for SS := 1.00 short periods(Sec.11.4.1) from USGS web site Sl mapped spectral acceleration for Sl := 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) F := 1.8 Site Class D SMS Fa-Ss SMS = 1.1 (Eq.11.4-1) SM1 := Fv.S1 SM1 = 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 5D1 3-SM1 SD1 = 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:= 0.7E 0.7.1.3 0.135•W 0.123•W WOOD SHEAR PANELS GPROJECT:IOW PLH Arla 7/6/201 7 AMA structural engineering DATE: . - , .d,BY ..a„.. n_., ......a, .,..w JOB NO: 17283 SHEET: L-2 LATERAL �..n. �,�.. ____ ,, ,, ..„._. ..__. „ SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 44 ) 11 Psf p f —% Wind Ease Ht •, Shear __•_,._. < Length L:= 60•ft Height Ht := 18•ft WIND := L•Ht•(11•psf + 7•psf) WIND = 19440 lb SEISMIC Fr //roof WwaII Seismic aease Shear Aroof 60•ft•40•ft Wr Aroof'15•psf + 2•(4.5•ft•60•ft)•10•psf Wr= 41400 lb Wwaii 2.9'ft'60•ft SEISMIC:= (Aroof 15 psf + Wwaii5•10•psf)•0.123 SEISMIC= 5756.4 lb WIND GOVERNS DESIGN GREEN MO U N TSI I N PROJECT: Pill- Aria 7/6/2017 AMA structural engineering DATE: .r.,,. BY,:, JOB NO: 172$3SHEET: L-3 WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•KZ•KZt•Kd•V2•I 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' K,:= 0.57 qz:= .00256•KZ•KZt•Kd•V3,2•I qZ= 24.31 (vanes/height) 15'-20' K,:= 0.62 qz:= .00256•KZ-KZt•Kd•V3,2.1 qZ= 26.44 20'-25' K,:= 0.66 qz:= .00256•KZ•KZt-Kd•V352•I qZ= 28.15 25'-30' KZ:= 0.70 qz:= .00256-KZ-KZt•Kd•V3,2•I gZ= 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 PW:= 0.6.24.31•psf-0.85.0.8 P„,= 9.92 psf LEEWARD PL:= 0.6.24.31•psf.0.85.0.5 PL = 6.2psf 15'-20' WINDWARD P„,:= 0.6 26.44•psf•0.85.0.8 P,N= 10.79 psf LEEWARD PL := 0.6.26.44•psf•0.85.0.5 PL = 6.74 psf AT ROOF 15'-20' WINDWARD P,,:= 0.6.26.44•psf•0.85.0.3 P,N=4.05 psf LEEWARD PL := 0.6.26.44-psf•0.85.0.6 PL = 8.09 psf 20'-25' WINDWARD P,,:= 0.6.28.15-psf•0.85.0.3 P,,,= 4.31psf LEEWARD PL := 0.6.28.15.psf•0.85.0.6 Pi_ = 8.61 psf GREEN MOUNTX11N PROJECT: PLH-Aria. Ile DATE: 7/6/2017 BY AMA structural engineering r JOB NO: 172$3 SHEET: L-4 LATERAL ��.�. .,r. .w,. _ .:Tr. ._ .. . WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE C 47.E fi� P- ,05i 8.09 1 psf \ �.w psi' Assume i+ 9.9 6,2 \ r psf9 ft psf t I windward leeward Roof Loads Windward 4.05-psf-12-ft=48.6 plf Leeward 8.09•psf•12-ft= 97.08 plf Wall loads Windward 9.9•psf•4.5-ft=44.55 plf Leeward 6.2•psf•4.5•ft= 27.9 plf GREEN M O O N Th I N PROJECT: PLH- Aria structural engineering DATE: �/6201/ BY: AMA JOB NO: 17283 SHEET: L-5 LATERAL .,_._ 266 73 WIND ON ROOF 73 Wavg = 169 plf CON O 150 `v 11(---(4L GREEN MOUNTSIIN PROJECT: Pill- Aria 7/6/2017 structural engineering DATE: 71 BY: AMA JOB NO: 17283 SHEET: L-6 LATERAL �. WIND ON MAIN LEVEL M= 60(12)2/2=43201b M T=C= 42° = 432 lb 7376 ■ ■ 0 0 •• •• A o 4394 4394 � �H. o IM, OPTIONAL 0 6656 A PROJECT GREEN M O U N TSI I N _ PLH- Aria 41Y structural engineering DATE: 7/6/2017 BY: AMA JOB NO: 172$3 SHEET: L-7 LATERAL x __ . , ___ SHEAR WALL DESIGN Pdl Pdl Wdl P P:= wind V:= seismic h L R=Hol down Force Based on Basic Load Combinations 0.6D + 0.6W 0.6-D + 0.7-E Overturning Moment: Mat:= P•h L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwaii)( '2 + 0.6•Pdl•L Mot — Mr Holdown Force R:— L GREEN M 4 U N T n I N PROJECT: PLH-Aria IOW7�6�2017 BY AMA structural engineering DATE: •-1r W Y JOB NO: 17283 SHEET: L-8 LATERAL W� .. .,p. Left Elevation Shear Walls- at 3 car option - most conservative Wind Force P:= 43941b P=4394 lb Length of wall L:= 12•ft+ 4ft+ 7ft•2+ 5ft L= 35 ft P Shear v:_ — v= 125.54 plf A L 4.ft OverturningM°t := P 9 ft Ma =4519.54 lb-ft. Moment 35 ft (4•ft)2 Resisting Mr:= .6•(15•psf•21•ft+ 10•psf•9.ft)• 2 + 400•lb-4•ft Moment Mr = 3544lb•ft Ma — Mr Holdown = 243.89 lb Force 4.ft at 2 car option: P=3380 lb L 37 ft v=91plf Right Elevation Shear Walls Wind Force P:= 4394•lb P=43941b Length of wall L:= 22-ft+ 23ft+ 4ft L= 49ft P Shear v:_ — v= 89.67 plf A L Overturning 4 Moment Mot P 9 ft49 Ma = 3228.24 lb•ft (4.ft)2 Resisting Mr:= .6•(15•psf.21ft+ 10-psf•9-ft) 2 + 400•Ib•4•ft Moment Mr = 3544lb•ft Mot — Mr Holdown =—78.94 lb 4.ft Force GREEN MO U N T n I N PROJECT: PUT- Aria %V 7/6/2017 AMA structural engineering DATE: BY.• JOB NO: 172$3 SHEET: L-9 LATERAL .. .. . Shear Walls at Front Elevation -2 car option Wind Force P:= 6656-lb P= 66561b Length of wall L:= 2•ft+ 2ft+ 3.5ft+ 3.5ft L= 11ft P Shear v:= - v= 605.09 plf E L Overturning 2 Mot := P•7•ft•— Moment 10 Mot = 9318.4 lb•ft Resisting (2•ft)2 Moment Mr:= .6.(15•psf•3.ft+ 10.psf•8•ft)• 2 + 400.1b-2•ft Mr = 950Ib•ft - Holdown Ma (Mr) =4184.21b HTT5 / STHD14 Force 2 ft Shear Wal Is at Rear Elevation Wind Force P:= 73761b P=7376 lb Length of wall L:= 4•ft+ 8ft+ 4ft L= 16ft P Shear v:= - v= 461 plf D L Overturning 4 Moment MOt P 9 ft 16 Mot = 16596lb•ft (4•ft)2 Resisting Mr:= .6.(15•psf•3•ft+ 10.psf•9.ft)• 2 + 400•Ib•4•ft Moment Holdown Mot - M) M�= 2248 Ib ft = 3587 Ib HTT4 Force 4 ft A GREEN M O U N T il I N PROJECT: PLH-Aria %10 DATE: 7/6/2017 BY: AMA structural engineering u w JOB NO: 17283 SHEET: L-10 LATERAL ,� .�,Mrv�. Shear Walls at Front Elevation -12' 3 car option Wind Force P:= 6656-lb P= 6656 lb Length of wall L:= 2•ft•4 + 3.5ft + 3.5ft L= 15ft P D Shear v:= — v=443.73p1f L Overturning 2 Moment MOt P'Tft'15 Mot = 6212.27 Ib•ft Resisting (2•ft)2 Moment Mr:= .6•(15.psf•3•ft+ 10•psf•8•ft)• 2 + 400•Ib•2•ft Mr = 950lb•ft Holdown MO 2•ftMr) - 2631.131b HTT4 / STHD14 Force Shear Walls at Front Elevation - Narrow 3 car option Wind Force P:= 6656•Ib P= 6656 lb Length of wall L:= 1.33ft+ 2•ft•2+ 3.5ft+ 3.5ft L= 12.33ft P Shear v:= — v= 539.82plf E L Overturning 2 Moment MOt P 7 ft 12.33 Mot = 7557.5 lb-ft Resisting (2•ft)2 Moment Mr:= .6•(15•psf•3•ft+ 10•psf•8•ft)• 2 + 400•Ib•2•ft Mr= 950lb•ft M Holdown Ma — (Mr) — 3303.75 lb HTT4 /STHD14 Force 2•ft II GREEN MOUNTi IN PROJECT: PLHAria 1110 structural engineering DATE: Jan. 2019 BY: AMA LATERAL ANALYSIS JOB NO: 17283 SHEET: L-11 CALCULATE MAXIMUM UPLIFT ON ROOF TRUSSES: Vas := 140•mph Exp. B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh•[(GCPf) — (GCp;)1 MEAN ROOF HT=30 ft(max) 0 := 26.6 KZ:= 0.70 KZt:= 1.0 Kd:= 0.85 V:= 140 1 := 1.0 qh := .00256•Kz•KZt•Kd-V2-I qh = 29.85 psf G•Cpf FIG 28.4 1 0 := 20 GCpf :_ —0.69 (Zone 3E) 0 := 30 GCpf := —0.53 (Zone 3E) 0 := 25 GCpf := —0.61 GC •:= 0.18 P:= gh•[(GCpf) — (GC0)1 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: a. Girder A17 TRIBUTARY AREA At:= 5•ft•23ft At 115ft2 UPLIFT U := At•W U = —800.4 lb (2) Simpson H2.5a's b. GirderY03 TRIBUTARY AREA At:= 10•ft•11•ft At= 110ft2 UPLIFT U := At•W U = —765.6 lb (2) Simpson H25a's c.Typ Truss TRIBUTARY AREA At •:= 2 ft 21•ft At= 42ft2 UPLIFT U := At•W U = —292.32 lb (1) Simpson H25a's or H1 A CREEK MOUNTX11N PROJECT: PLH-Aria 111110 DATE: 7/6/2017 BY AMA structural engineering . .hw.,... r JOB NO: 172$3 SHEET L 12 LATERAL __ _�___ ._ r ._ ...tip. : Determine Diaphragm Shear&Deflection 0 First Floor: Seismic Force FPx <_ 0.4-Sds•I-Wp (ASCE 7-1012.10-3) SDS:_ .73 I := 1.0 WSD FPx := 0.7 0.4SD5 I wp Px := 0.2- FwPx WDL := 15 psf w := W. 0.2 60 If W 20•ft seismic DL' w seismic -- p L:= 60-ft w seismic force 7/8" PLY „' 10 D NAILS " —���� 126"FIELDEDGES > `ILw wseismic. 2 _� ,T, L - V:= W ____ v= 90 plf / / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM valIowed 215•plf > v= 90 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 90 plf A:= (1.5•in)•(5.5-in) Area of chord cross section L= 60ft 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)] EOcx = 6in Breyer CH.9.8 5•v•L3 ' in N 0.25•v•L (EAox)ft 0 := — + + 0 = 0.361in 8.•E-A•Wi ftp 1000.GA 2•W GREEN M O U N T i I N PROJECT: PLH- Aria �� DATE: 7/6/2017 BY: structural engineering AMA JOB NO: 17283 SHEET: F-i FRAM I N ROOF LOADS PLAN A (C & D ARE SIM) Wd = 15psf WI = 25psf ta-Qa/ / a/ ao/ 1 64 A d w Fil TRIANGLE SHAPE , INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE r ,t =®m .g=�, a 102(16 Patio s o Conf., "5� a'5 Option 5 ' s;s Ti, '�r rMplilL y 10_-_00_.0,0. 1 ,0x12 Patio Cor .'21.2. 1 35 8 5h #, �t Option ♦ 100000 S �5 .; a y � _ /..... 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Fill l Flat z `a 1 wN Jed C.r 0.1.11.OFOan �Gqo I 0',10',12'd..F.leanges N ____ e quantities,opine....•nll.r 5-1/2.C Half 1 � P • • 1�pto 10 i; Ms i R a ' .._. "� 141p-o0 Dormer Removed for Clarity C[M 306 00 Al ) cn H' g l - AMMO _.. , AKp o U, AIiIiII,I _"'_r 1 6-00-00 m 0_ ,2.00.02 - .33�a���3:l: � 1 f TC LL= 1 ! 2 TC DL=75 • '''''.----- ic§ com BC DL= 10 { 19-03-00 1-06-13-900-001116-r0 '2-0900 r l < Q 1 Total Load=4220-06.00 5-06-00 ` �'— = v Wind Speed= 140 mph 1 8-00-00 1.1 3-o - Exposure= B r 20.09-0E 1 a Roof pitch= 8/12 a Overhang= 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM PROBUILD TRUSS g F. S GREEN M O U N TIA I N PROJECT: PLH- Aria 7/6/2017 201 DATE: BY: AMA structural engineering JOB NO: 17283 SHEET: F-2 FRAMING ROOF LOADS PLAN B Wd = 15psf WI = 25psf co o%ma / ao ) 75) / Cr( A N w TRIANGLE SHAPE A INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE ,r�, i \ 0:A-44-,:q-IV 9 4 . dE� y 10-00-00 y 1g� I S s j5 e1 1000.01 s , -- Ld $//46 `VIzi_. s �� , 9'Nook Option JL4 d; �'4 fr 3, 10-00-00 0 �. 0- O 9 S 5 5.4 3 a 1 .H.1--, _.... S F .6s.P?-3 ea P,E5 ' ._...._.,.,._0-,_..r...,,,.,.. J torte pane cover 10n12 Patio cover 0-I W Option Option (/) 0 I F— = -J z O Cl. 40-00-00 t w o it naeQ O t0 Garage Left 1 ._ >o a ° !WWW., Sheath Gables OSB with 5/8" Drop Typ /6-01-00 , Mk 10=11-00 .. 0 0 ___._,. _ _.____,_ t ... co . ._ Use LUS24 Hangers UNO --— TS IS N ,....... 1 .. N5 G 0 N N ._M .�. t _..,...._. .. r 0 0 a w ,i1 ma"Corm r w b p ..,.,�,_... W 9 19 titin?nn s9 Cs'n9 N • �••� -__w®�____ .. ,..{ �!c n n 3b tar Gars O lien O ntilles,En Han to 1111=1 'II Ill •.'1 (I) 0 N-1 Mi _Mill\ ._ IN' .- r• 11@ 1 k _,_,_,_ A I _. ..� . r O co Wd'i� ." pp R A02— o d Y .A01 ii, C NP— it - Wr� a �__ m_ 1A1111 ,'.� <WA/ M ami gIII17 �I ■ tomes � _� m, I TC LL= 25 2-0000 1; 2 TCDL= 7 ry 0 . t."i u m BC LL= 0 111-08 ' i(53m BC DL= 10 20-00.06 5-11-08 14-00-00 SINNVS Q . Total Load =42 1, ' es co < Wind Speed= 140 mph 1 20-06-00 5-06-00 14-00-00 1 1,y„ J 0o Exposure= B 40-00-00 W"i a Roof pitch=7/12 . w Overhang = 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM PROBUILD TRUSS - F. S GREEN M O U N T R I N PROJECT: PLx- Aria______ 7/6/2017 AMA structural engineering DATE: BY: JOB NO: 17283 SHEET: F-3 FRAMING ..�,.� TRACK ROOF LOADS OPTIONAL O 1 r--, ..-.-.- 00 00 3 O J ■ OVEN OP ON Oili 114 lii /fil tv/031.-4 •ID 00 fill 7 NA t_,_ ",.. a,„, OPTIONAL ___,- / �a i <51' .. :c 71 ___j, ® O 21 of roT� f- GREEN MOUNTAIN PROJECT: PLH- Aria DATE: 7/6/2017 BY: AMA structural engineering , JOB NO: 17283 SHEET: F-4 FRAMING 0 240p1f ROOF 4x12 V V V V / U 12' 1490 1490 l ` 240pIf ROOF 6x12 XV V V �/ 16' 2025 2025 (?) 200pIf ROOF 6x_2 XV V V X 16.5' 1758 1758 3400 1700 @2' @4' 0 4X10 A A 5' 2397 2737 1320 (4) @4' 440p1f ROOF 4x12 AA 8' 1133 2013 page Project: Green Mountain Location: 1 r Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 INx11.25INx12.OFT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 10/16/2017 1:00.30 PM Section Adequate By:48.0% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1026 Dead Load 0.03 in Total Load 0.17 IN L/826 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria. L/180 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 290 lb 290 lb Total Load 1490 lb 1490 lb Bearing Length 0.68 in 0.68 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12 ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 248 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. L to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment: 4471 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: 1490 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: 49.89 in3 73.83 in3 Area(Shear): 10.8 in2 39.38 in2 Moment of Inertia(deflection): 97.18 in4 415.28 in4 Moment: 4471 ft-lb 6615 ft-lb Shear: 1490 lb 5434 lb NOTES Project: NiPl. page —� - Green Mountain Location: 1A a,. Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] "i` .: 5.5 IN x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 10/16/2017 1:01:00 PM Section Adequate By:20.1% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/552 Dead Load 0.09 in Total Load 0.44 IN L/436 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1600 lb 1600 lb Dead Load 425 lb 425 lb Total Load 2025 lb 2025 lb Bearing Length 0.59 in 0.59 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 200 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 253 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-1= 625 psi Fc-1'= 625 psi Controlling Moment: 8101 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: 2025 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: 96.6 in3 116.02 in3 Area(Shear): 15.54 in2 61.88 in2 Moment of Inertia(deflection): 283.52 in4 652.59 in4 Moment: 8101 ft-lb 9728 ft-lb Shear: 2025 lb 8064 lb NOTES page Project: Green Mountain / Location: 2 av � "� Green Mountain SE 4.Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] = 5.5 IN x 11.25 IN x 16.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 11:59:22 AM Section Adequate By: 34.1% F-7 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/806 Dead Load 0.17 in Total Load 0.42 IN L/473 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1031 lb 1031 lb Dead Load 727 lb 727 lb Total Load 1758 lb 1758 lb Bearing Length 0.51 in 0.51 in w BEAM DATA Center _m Span Length 16.5 ft Unbraced Length-Top 0 ft 16.5 ft - B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 125 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 213 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-1= 625 psi Fc-1'= 625 psi Controlling Moment: 7254 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1758 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: 86.5 in3 116.02 in3 Area(Shear): 13.49 in2 61.88 in2 Moment of Inertia(deflection): 248.53 in4 652.59 in4 Moment: 7254 ft-lb 9728 ft-lb Shear: 1758 lb 8064 lb NOTES Project: �,. ?� page -- „4 Green Mountain 47 Location:3 , .1" Green Mountain SE Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 12:00:28 PM Section Adequate By:2.1% F-8 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2004 Dead Load 0.02 in Total Load 0.05 IN L/1173 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1400 lb 1600 lb Dead Load 997 lb 1137 lb Total Load 2397 lb 2737 lb 1 Bearing Length 1.10 in 1.25 in 2 BEAM DATA Center FaiiiilfARMA, a Span Length 5 ft ..=:� rifk ....�„a ,�,,..m.r,lift: m .,..m� _,�,�.e_i__ .,.4742 41 Unbraced Length-Top 0 ft — 5ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 7 plf Cd=1.15 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Two Cd=1.15 Live Load 2000 lb 1000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1400 lb 700 lb Comp. L to Grain: Fc-1 = 625 psi Fc- L'= 625 psi Location 2 ft 4 ft Controlling Moment: 4781 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2737 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: Req'd Provided Section Modulus: 48.91 in3 49.91 in3 Area(Shear): 19.83 in2 32.38 in2 Moment of Inertia(deflection): 35.42 in4 230.84 in4 Moment: 4781 ft-lb 4879 ft-lb Shear: -2737 lb 4468 lb NOTES page Project: reen Mountain Location:4 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/6/2017 11:53:29 AM Section Adequate By: 48.1% F-9 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1975 Dead Load 0.02 in Total Load 0.07 IN L/1404 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 1400 lb Dead Load 333 lb 613 lb Total Load 1133 lb 2013 lb Bearing Length 0.52 in 0.92 in TRS BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 8 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 8 plf Cd=1.15 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Cd=1.15 Live Load 1000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 320 lb Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Location 4 ft Controlling Moment: 4467 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.0 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 300 plf Controlling Shear: -2013 lb Left Dead Load 140 plf At right support of span 2(Center Span) Right Live Load 300 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf Load Start 4 ft Comparisons with required sections: Req'd Provided Load End 8 ft Section Modulus: 49.85 in3 73.83 in3 Load Length 4 ft Area(Shear): 14.59 in2 39.38 in2 Moment of Inertia(deflection): 53.24 in4 415.28 in4 Moment: 4467 ft-lb 6615 ft-lb Shear: -2013 lb 5434 lb NOTES GREEN M O U N T I I N PROJECT: PLH- Aria __ 201 structural en ineerin DATE: 7/6/ BY: AMA g JOB NO: 17283 SHEET: F-1 O FRAMING FOUNDATION LOADS �0`L5 �0`L5 1 cel 1000 OPT. — — — O 11 4) O 11 11 O 41 41 1 0 11 11 O 11 11 • O 11 41 - T 11 0 11 41 O 11 41 O 11 41 .1 O 41 41 O 11 11 0 11 11 1 1-14\�' � 11 \ 11 24x24x12 41 OPT. ©3CAR/ 41 SHOP 3CAR 41 .00 IF' 'I "�1 p�00 V a 600 ,00 al h/, J 0 GREEN M O U N T h I N PROJECT: PLH- Aria IOW structural engineering DATE: 7/6/2017 BY AMA JOB NO: 17283 SHEET: F-11 FRAMING Foundation Design Soil Bearing Pressure SBP:= 1500•psf (assummed) continuous foundation footing 12 inches wide with a 6 inch stem that is 18 inches tall. total engaged area Allowed Load A:= (16-in + 6-in + 16•in)•12•in A= 3.2ft2 / \ 1 Allowed Load SBP•A= 4750 lbin. ,r \I Individual Footings: Size Area Capacity 18" diameter A:= 9•in•9•in•3.14 Pall := 1500•psf-A Pall = 2649.41b 24"x24" A:= 24-in-24-in Pan := 1500•psf•A Pall = 6000 lb 28"x28" A:= 28•in•28•in Pall := 1500•psf•A Pali = 8166.7 lb 36"x36" A:= 36•in•36•in Pall := 1500•psf-A Pall = 13500 lb 48"x48" A:= 48-in•48•in Pall := 1500•psf•A Pall = 24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf II GREEN MOUNThIN PROJECT: PLH- Aria DATE: 7/6/2017 BY: AMA I,Mwstructural engineering „,„— JOB „FJOB NO: 17283 SHEET: F-1 1 A FRAMING g 6, f . v:.. ...,.,. w wee....:. 057 ge"Alt(N& > . 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