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Specifications 90 Jqikeglet Sr Nisi-2019-00U GREEN MOUNTItill 111110 structural engineering STRUCTURAL CALCULATIONS for Aria Plan Willow Brook, Lot 4 RECEIVED Tigard, Oregon JUL 2 5 2019 CITY OF TIGARD Contractor: BUILDING DIVISION Pacific Lifestyle Homes (360) 573-8081 4,00 PRop CP 4619 OREGO 144,Or. 4f, mot. Expires: December 31,2019 Project Number: 17283 June 18, 2019 Index Structural Information Lateral Analysis L-1 thru L-12 Framing Analysis ..F-1 thru F-1 1 greenmountainse com info@greenmountainse corn-4857 NW Lake Rd ,Suite 260,Camas,WA 98607 GREEN 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. 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 II GREEN M O U N T n I N PROJECT: PLH-Aria IOW AMA structural engineering DATE 7/6/2017 BY „ .•. 17283 L-1 JOB NO: SHEET: LATERAL ., .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-SD3 (Eq.12.14-11 with F=12) V:_ W Ss mapped spectral acceleration for S,:= 1.00 short periods(Sec.11.4.1) from USGS web site mapped spectral acceleration for S� := 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:= 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 5D5 := 3'SMS SDs = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 SD1 := 3 SEA = 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 II C REEK M�UNT�IN PROJECT PLH Alla IOW DATE: 7/6/2017 BY AMA structural engineering o1 _ JOB NO: 17283 L-2 SHEET: LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND A I7 71 psf psf - — Wind base H! Shear / _,_, < Length L:= 60•ft Height Ht:= 18•ft WIND := L Ht (11•psf + 7•psf) WIND = 19440 lb SEISMIC Fr _, / 4'J roof Wwall Seismic base Shear Aroof = 60•ft 40•ft Wr Aroof'15•psf+ 2•(4.5•ft 60 ft) 10•psf Wr =414001b Wwalls 2.9•ft•60•ft SEISMIC:= (Arm{ 15•psf + Wwaus'10•psf)•0.123 SEISMIC= 5756.4 lb WIND GOVERNS DESIGN GREEN MOUNThIN PROJECT: P1-14-Aria 7/6/2017 AMA structural engineering DATE: � �� BY JOB NO: 17283 SHEET: L-3 LATERAL ,w u. r,,x a _,....w WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE q,:= .00256•KZ•KZt•Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR ICA := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' K,:= 0.57 q,:= .00256•KZ•ICA.•Kd•V352•I gZ= 24.31 (varies/height) 15'-20' K,:= 0.62 q,:= .00256•KZ•KZt•Kd•V3s2•I qZ= 26.44 20'-25' K,:= 0.66 qz:= .00256•KZ•Krt.•Kd•V352•I qZ= 28.15 25'-30' K„:= 0.70 q,:= .00256•KZ•KZt•Kd•V3,2•I q2= 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,,= 10.79 psf LEEWARD PL:= 0.6.26.44•psf•0.85.0.5 PL = 6.74 psf AT ROOF 15'-20' WINDWARD PW:= 0.6.26.44•psf•0.85.0.3 PW=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 C R E E N M O U N T X11 N PROJECT. PLH Aria 111110 7 BY AMA 7�6�201 structural engineering DATE: JOB NO: 17283 SHEET: L-4 LATERAL �. WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp—O.Z) 4.05 / 8.09 1 psf } psf Assume / Cp--0.6 0 := 35 •7 9.9 6.2 psf 9 ft Psf t 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 U N T h I N PROJECT: PLH- Aria 410 structural engineering DATE: 7/6/201 BY: AMA JOB NO: 17283 SHEET: L-5 LATERAL 266 73 WIND ON ROOF 1 73 Wavg = 169 plf 0_ C Q N 00 IO 1501 / 7 ;: GREEN M O U N TSI I N PROJECT: PLH- Aria 7/6/2m7 DATE: BY: AMA structural engineering LATERAL JOB NO: 17283 SHEET: L-6 WIND ON MAIN LEVEL M= 60(12)22=43201b A c T=C= 431020 = 432 lb 7376 II ■ ■ oP,� O a 11 o0 0 BEI *A, 4394 4394 C OPTIONAL / x A _Ai 6656 A GREEN M O U N T h I N PROJECT: PLH-Aria 7/6/201711110 AMA structural engineering JOB NO: 17283 SHEET: DATE: BY: L-7 LATERAL ..:. SHEAR WALL DESIGN Pdi Pdl 4 Wdl 4 p or) 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: Mot := P•h L2 Resisting Moment: Mr:= 0.6 Wdi + Wwaii)• �2 + 0.6•Pdi•L Mot — Mr Holdown Force R L II C PROJECT: PLH-Arla lir DATE: 7/6/2017 BY: AMA structural engineering �.. . _ . LATERAL JOB NO: 17283 L-8 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= 35ft P A Shear v:= -L v= 125.54 plf 4ft Overturning Mot := P•9•ftMot =4519.54 lb•ft Moment 35 ft (4•ft)2 Resisting Mr:= .6•(15•psf•21•ft+ 10-psf•9•ft)• 2 + 400.1b•4-ft Moment Mr = 3544lb•ft Mot - Mr Holdown = 243.891b Force 4-ft at 2 car option: P=3380 lb L 37 ft v=91pIf Right Elevation Shear Walls Wind Force P:= 4394•Ib P=43941b Length of wall L:= 22•ft+ 23ft+ 4ft L=49ft P A Shear v:= -LL v= 89.67 plf Overturning 4 Moment Mot := P•9•ft•— 49 Mot = 3228.24 l b-ft (4,ft)2 Resisting Mr:= .6•(15•psf•21ft+ 10•psf•9•ft)• 2 + 400-Ib•4•ft Moment Mr= 35111 I b•ft Mot - Mr Holdown =-78.94 Ib Force 4 ft pi 1 11 GREEN MOUNTAIN PROJECT: PLH-Aria Ile 7/6/2017 AMA structural engineering DATE: ,_..... BY:�m JOB NO: 172$3 SHEET: L-9 LATERAL Shear Walls at Front Elevation - 2 car option Wind Force P:= 6656•Ib P= 6656 lb 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•-10 Mof = 9318.4 Ib•ft Moment Resisting (2'ft)2 Moment Mr:= .6•(15•psf•3•ft+ 10.psf•8•ft)- 2 + 400•lb•2•ft Mr = 950lb•ft Holdown Mot — (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 D Shear v:_ — v=461p1f L Overturning 4 Mot P•9 ft M 16596lb•ft Moment 16 of = (4.ft)2 Resisting Mr:= .6.(15.psf•3•ft+ 10•psf•9•ft)• 2 + 400•Ib-4•ft Moment Mr = 2248Ib•ft Holdown Mo 4 ftMr = 3587 lb HTT4 Force II GREEN M O O N Tf11 N PROJECT: PLH-Arla AMA structural engineering DATE: 7/6/201 . �.,...� , BY JOB NO: 17283 SHEET: L-10 LATERAL Shear Walls at Front Elevation -12 3 car option Wind Force P:= 6656•Ib P= 66561b Length of wall L:= 2•ft•4 + 3.5ft+ 3.5ft L= 15ft P D Shear v:= -L v=443.73plf Overturning 2 Mot := P•7•ft•— Moment 15 Mot = 6212.27 Ib•ft Resisting (2.ft)2 Moment Mr:= .6•05•psf•3•ft+ 10•psf•8•ft)• 2 + 400•Ib•2•ft Mr= 9501b•ft Holdown Ma — (Mr) = 2631.13 lb HTT4 / STHD14 Force 2-ft Shear Wal Is at Front Elevation - Narrow 3 car option Wind Force P:= 6656•Ib P= 66561b Length of wal l L:= 1.33ft+ 2•ft•2+ 3,5ft+ 3.5ft L= 12.33 ft P Shear v:= —L v= 539.82plf E Overturning 2 Moment Mot := P7 ft12.33 Mot = 7557.5lb•ft Resisting (2-ft)2 Moment Mr:= .6•(15•psf•3.ft+ 10.psf•8•-ft)• 2 + 400•Ib•2•ft Mr = 950 lb•ft Holdown Mot — (Mr) — 3303.75 lb HTT4 /STHD14 Force 2-ft GREEN MOUNTVIIN PROJECT: PLHAria structural engineering DATE: Jan. 2019 BY: AMA JOB NO: 17283 SHEET: L-11 LATERAL ANALYSIS CALCULATE MAXIMUM UPLIFT ON ROOF TRUSSES: V3S := 140•mph Exp. B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh•[(GCpf) — (GCO;) 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 GCp,:= 0.18 P:= qh•[(GCpf) — (GCp;)] 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 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a. Girder A17 TRIBUTARY AREA At:= 5•ft•23ft At= 115 ft2 UPLIFT U := At•W U = —800.4 lb (2) Simpson H25a's b. Girder YO3 TRIBUTARY AREA At:= 10-ft•11•ft At= 110 ft2 UPLIFT U := At-W U = —765.6 lb (2) Simpson H25a's c.TypTruss: TRIBUTARY AREA At:= 2•ft•21•ft At= 42ft2 UPLIFT U := At•W U = —292.32 lb (1) Simpson H2.5a's or H1 11 GREEN MOUNTRIN PROJECT: PLH-Aria IOW structural engineering DATE: 7/6/2017 BY JOB NO: 17283 SHEET: L-12 LATERAL _ .. __ — 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 := 0.7.0.4•SDS•I•WpxFPx := 0.2 wPx wDL := 15•psf w := W•w 0.2 - 60 If W:= 20 ft seismic DL' w seismic - p L:= 60•ft w= seismic force 7/8" PLY ,,. - \,/ `J N✓ , 10 D NAILS _ 6" EDGES � `���_--� f 12"FIELD AL W Wseismic 2 �_ d f� v:= ir W v= 90 plf / L. SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM yellowed := 215•plf > v= 90 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 90pif A:= (1.5•in)•(5.5•in) Area of chord cross section L= 60 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)] EA,„ = 6in Breyer CH.9.8 r 5•v•L3 (in\, 0.25•v•L (EDox)ft 0 := • — + + A = 0.361in 8•E•A•W) ftj 1000.GA 2•W II GREEN M O U N T X11 N PROJECT:Ile PLH- Aria DATE: 7/6/2017 a �.- BY: AMA structural engineering JOB NO: 17283 SHEET: F-i F RAM I N G ..-----, . 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Q - ry 12-00-02 Total Load=42 v Wind Speed= 140 mph 1 zuocoo f 6-00-00 1 INN lis J o 1 Exposure= B 8-00-00 '20-09-00 `! o Roof pitch=8/12 . w Overhang = 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM PROBUILD TRUSS !PIPA m i a G R E E I`I M O U H T I N PROJECT: PLH- Aria r, �e_w 1111, structural engineering MUT: 7/6/2017 /6/2017 BY: AMA JOB NO: 17283 SHEET: F-2 FRAMING ROOF LOADS PLAN B Aid = 15psf WI = 25psf ado/ tea% / co/ f 5" 0 79 / irr A Cil TRIANGLE SHAPE INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE :::gj=m� j111 y 10-00-0o y < i41- Se v�;o c \ -� :'�L�".N!"�MI � J 10-06-00 1 i.1• .4-2°.1a - s=� � q5"dz wy PA t S 9 Ei 8.9 01;;"1- p,-44111111111 ,j� �y ▪ 4 '0€ - 3 4 Si Ir _ MI�����■ i�!] L' yrry "B 2 4' 1`111111111911111 \ `I 4'600k0 Option pp , {wy 3 pmg.'�„ MI '-�-I J 10-00-00 1 do ' �� _��■ `4 3 E 04,-„,.,,.„3,0 y _ 4ro I I i' # m 10016 Patio Cover 100-,2 Patio Cover 0 r Cover Option Option CO 00 Z o 4_ 1 40-00-00 1 u a 0.0e1m Garage Left - � ,_ _ r .. _v - b i m Sheath Gables OSB with 5/8" Drop Typ 160 _0 `\ \\ 10-11-D _...._ _ 0 coOo y an Use LUS24 Hangers UNO _,__ w • o �- \\\ N W W 'N `n c C ._ \VSA -;.- o ,, 0 w 5-112'Coffer n ]rd Car Garage Optpn R 6,10 0-r 12 oeep Changes a Ouanl l es,Eng neenng uQJ -'- remainssimilar '^ ------w— Kim__ p f C .rwi)lIIIIIIm amag� Lo iiIM®rte . co r NON �iii- ---- -_ Q cr)L9 1111111111k - ^ixR. k .,. . b o r-- Ni, 6-00-00 ,., r_ d n m o 0 W+� oa �, r�■ Mai t �r%!�!!■ --- !n CO a s:==sii 12 $I�� N , f 60, c t) TC LL=25 200-00 . TCDL=7 ( m BC LL= 0 i• 19-11-08 O m m BC DL= 10 20-00-085-11-06 14-00-00 NMI,1.w Q Q Total Load=42 = v C Wind Speed= 140 mph 20-06-00 5-06-00 14-00-00 LL J m 5 Exposure= B 40-00-00 Roof pitch= 7/12 Overhang= 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM PROBUILD TRUSSnt50_m ° § GREEI`I MOUI`IT�111`I PROJECT: PLH- Aria DATE: 7/6/2017 BY: structural engineering JOB NO: 172$3 SHEET: F-3 FRAMING Cr VA TRACK ROOF LOADS OPTIONAL O 1 I I �. iiim.mis 16° 0° 0 I 6 J IN 05/fil em. 1:: • I AN I b , C \ 1 11, 0,.....„,, L 1 jr 7 Io ©... 11. _ OPTIONAL J x 0 l i —1.. pb =ri _. N"i__O o Eli roT' ~— IA GREEN M O U N T NI I N PROJECT: PLH- Aria IOW structural engineeringDATE: 7/6/2017 BYAMA . JOB NO: 17283 SHEET: F 4 FRAMING � , �._..a W . — 0 240p1f ROOF 4x12 /\ 12' 1490 1490 1A240p1f ROOF 6x12 v� V V V � 16' 2025 2025 0 200pIf ROOF 6x12 A V V V �/ 16.5' /\ 1758 1758 3400 1700 02' 04' 0 4X10 i\ 5, 2397 2737 1320 (4) 04' MIMI440p1f ROOF 4x12 A A 8' 1133 2013 ift • Project: ik *Aloe ' page Green Mountain Location: 1 +_ 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 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 B 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 12ft 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- = 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: Rea'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 page Project: „Green Mountain Location: 1A v- Green Mountain SE Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] '"' of 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 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--- = 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: Req'd 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 • Project: 1 / page y Green Mountain Location:2 4" .n Green Mountain SE 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 Span Length 16.5 ft Unbraced Length-Top 0 ft 16.5n 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 Location:3 Green Mountain Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)1 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 Bearing Length 1.10 in 1.25 in 2 BEAM DATA Center Span Length 5 ft 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 Adjusted 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.1 to Grain: Fc- L= 625 psi Fc--- = 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 Project: '''Ar ` page Green 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 TRI BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 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 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1000 lb Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 625 psi Dead Load 320 lb 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: Read 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 MOUNTAIN PROJECT: PLH- Aria _,r4 �_ IOW structural engineering DATE: 7/6/2017 BY: AMA F . JOB NO: 172$3 SHEET: F-1 O FRAMING FOUNDATION LOADS ' 0- - �% OPT. 9 I 0 11 0 --e 0 11 :I: 0 11 0 O 11 11 0 11 0 0 11 0 O 0 0 O 11 11 O 0 0 0 11 0 O 11 11 40 0 11 11 `\ 11 24x24x12 0 OPT. @3CAR/ 11 I SHOP 3CAR11 0 0 „��,� 0 00 ' a+ .� 600 ;,00 Q 1 L� J' I. 0 0 A GREEN M O U N TSI I N PROJECT: PLH-Aria 1110 structural engineering DATE• 7/6/2017 7 s$1 BY AMA JOB NO: 172$3 SHEET F-11 r=, �r_,�� ����.�,µw.z.•„� Mme.u.�,�.���*. w�r 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= 3.2 ft2 I Allowed Load SBP•A= 4750 lb MIN in. 1 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 Pais := 1500•psf•A Pall = 6000 lb 28'x28" A:= 28-in•28•in Pall 1500•psf•A Pall = 8166.7 lb 36x36" A:= 36•in•36•in Pall 1500•psf•A Pall = 13500 lb 48"x48" A:= 48•in•48-in Pall 1500•psf•A Pall = 240001b Continuous Footings: 12 inch wide: Capacity 1500 psf X 12 inches=1500 plf , GREEN M O U N Th1 I N PROJECT: PLH- Aria 4. 7/6/2017 AMA structural engineering DATE: , M BY: JOB NO: 17283 SHEET: F A FRAMING { r ,...new.... _ ' JO157 .• gEAt(N6 C:_.,. 0 Kra "i€ Gtv cagre_ ,✓A, lib 1 i _ E € 140T4HE0 S@i-T 1ptprttt 0 .. - .... _,- 11 iy /� AIR € : € WA k A 8 1 i am/ - r� spy�r kri .... }(/'�y,L (p G y g i { F 1 > 1 SEC,r(o x1, d G Lt i I , s t 4) Ax 12 e 24 s' 0iv A _ A ( 4 k- .frDt4 S ► 7 ' l F /_ e Z f 3 tl. l F t m E g� TTI � 2 4 1 0 4- € , 2'", t. es�= $�` s2 ° 2 _-Th , 5a . - _1 rvycv c s pc ► 1 02 _e r_ ;;_;;L;.._. 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