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Specifications t\AS-1-2,0 tq—OD t ss 113763 cirkt3.4:6-9r GREEN MOUNThIN 41111Y structural engineering STRUCTURAL CALCULATIONS for Dumont Plan Willow Brook, Lot 16 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 O PRopo, mteiNE N.• I .41 619 OREGON 1404,4))? 17 c_et -re,* fr.s:u ANO ' Expires: December 31, 2019 Project Number: 18116 April 22, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 Framing Analysis F-1 thru F-1 1 Pk greenmountainse com info@greenmountamse com -4857 NW Lake Rd Suite 260,Camas,WA 98607 GREEN MOUNTIIIN isho. 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 4 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 MOUNTnIN PROJECT: PLH - 2127 3/20/2018 AMA structural engineering DATE: ,._.BY'10 .., JOB NO: 18116 SHEET: L-1 LATERAL mr .� � SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R SS mapped spectral acceleration for SS := 1.00 short periods(Sec.11.4.1) from USGS web site mapped spectral acceleration for St := 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 (Eq.11.4-1) SM1 := F„•Si SMi = 0.61 (Eq.11.4-2) 11.4,43 Design spectrum response acceleration parameters 2 SDS 3'SMS SDS = 0.73 > 0.50g SEISMIC 2 CATEGORY SDS:= 3 SM1 SDS = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SDS R:= 6.5 Table 9.5.2.2 V:_ •W 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 MOUNTAIN PROJECT: PLH - 2127 structural engineering DATE: 3/20/2018 BY. _AMA iA JOB NO: 18116 SHEET: L-2 LATERAL �.�m��ry w , , .,...�u�.�� .r�x� SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 _4, - 7.4 psf psf ' Wind base Shear Length L:= 70•ft Height Ht := 26•ft WIND := L•Ht•(11.psf + 7.4•psf) WIND =33488 lb SEISMIC Fr . bJ rood F2 - Wfloor Se b�Jwall ism lc base Shear Aroof := 70•ft•40•ft Aroof = 2800 ft2 Afloor 70•ft•40•ft Afloor = 2800 ft2 Wwalls 4.18•ft•70•ft Wwalls = 5040ft2 SEISMIC:= (Arof•15•Psf + Afioor•15•Psf + Wwalls-10•psf)•0.123 SEISMIC= 16531.21b WIND GOVERNS DESIGN GREEN M O U N T n I N PROJECT: PLH - 2127 3/20/2018 AMA structural engineering ilhrDATE: BY JOB NO: 18116 SHEET: L-3 LATERAL 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 KZt := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•KZt•Kd•V352.1 qZ= 24.31 (vanes/height) 15'-20' KZ:= 0.62 q2:= .00256•KZ•KZt•Kd•V3s2.1 qZ= 26.44 20'-25' K,:= 0.66 q,:= .00256•KZ•KZt•Kd•V3,2•I gZ= 28.15 25'-30' K,:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qZ= 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 P„,:= 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 Pw= 10.79psf 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 PW=4.31 psf LEEWARD PL := 0.6.28.15•psf•0.85.0.6 PL = 8.61 psf GREEN MOUNTIAIN PROJECT: PLH - 2127 20 2018 AMA structural engineering DATE 3/20/2018 � �x� BY JOB NO: 18116 SHEET: L-4 LATERAL _ .. .: .r ._ r, _M arr en v x WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp-0.3 4.31 �, 8.61 Assume f \ psf i P21 / /' cp--0.6 0 := 35 / / , \\:\\> 10.79 'x } psf 1 1 6.74 psf 9.92 ` 9 ft r psf Mean Roof Height f windward leeward 17 + 22 - 19.5 2 Loads at Roof upper roof lower roof Windward 4.31•psf•6•ft= 25.86 plf 4.05•psf•7.5•ft= 30.37 plf Leeward 8.61•psf•6•ft= 51.66plf 8.09•psf•7.5•ft= 60.67plf Wall loads at upper level at lower level Windward 10.79•psf•4•ft=43.16plf 9.92•psf•9•ft= 89.28pIf Leeward 6.74•psf•4•ft= 26.96plf 6.74•psf•9•ft= 60.66 plf GREEN MOUNThIM PROJECT: PLH - 2127 1110 structural engineering DATE: 3/20/2018 AMA BY: JOB NO: 18116 �-5 SHEET: LATERAL ... WIND ON ROOF W=148pif Q CO II EMEMENNOW ! f Q 11 W=140ptf ISI Q � I I GREEN M O U N T h I N PROJECT: PLH - 2127 DATE: 3/20/2018 BY: �ar..AMA �a structural engineering 18116 L-6 JOB NO: SHEET: LATE RAL _ WIND ON UPPER LEVEL 0 0 N N N N N W=15Opif `V r, <2160 I � i l 2160 GREEN MOUNTnIN PROJECT: PLH - 2127 3/20/2018 AVIA structural engineering DATE: BY: JOB NO: 18110 SHEET: L�7 LATE RAL g .. , .r :, � __ WIND ON MAIN LEVEL 7260 ■ L LT p ii Pi ll I 0 I o CN Ln 7058> ) I; H , II 7 1L II -J , I III 1 II 1800 I GREEN MOUNTIAI N PROJECT: structural engineering DATE: 3/20/2018 BYAMA ra. ._ .. . .�. JOB NO: 18116 SHEET: L-8 LATERALW , a ..r . . . . . .... SHEAR WALL DESIGN Pdl IPdl 4 'WdI ' L + P:= wind V:= seismic h h R=Holdown V 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•Pdi•L Mot — Mr Holdown Force R L GREEN MO U N T nI I N PROJECT: PLH - 2127 DATE: 3/20/2018 BY AMA structural engineering f JOB NO: 15116 SHEET: L-9 LATERAL ,r.�.�: .".mffi,� ��,.��,. � . �.�v. .....,s Shear Walls at Right Elevation Upper Level Wind Force P:= 2220•Ib P= 2220lb Length of wall L:= 19•ft+ 4ft L= 23ft P Shear v:= — v= 96.52 plf A L 4 Overturning Mot := P 8•ft•— Mot = 3088.7 Ib ft Moment 23 (4•ft)2 Resisting Mr:= 0.6•(15•psf•8•ft+ 10•psf•8•ft) 2 + 0.6.400•Ib•4.ft Moment Mr = 1920lb•ft Mot — Mr Holdown - 292.17 lb Force 4.ft Main Level Wind Force P:= 5220-lb P= 5220 lb Length of wall L:= 21•ft+ 9•ft+ 10ft + 5ft L=45ft P B Shear v:_ - v= 116p1f L 5 Overturning Mot:= P•9 ft•— Mot = 5220Ib•ft Moment 45 Resisting Mr:= 0.6 (15-psf-8•ft+ 10•psf•18•ft). (5 ft)22 + 0.6.600•lb-5-ft Moment Mr =4050lb•ft Holdown Mot — Mr Force = 234 lb 5.ft GREEN MOUNTnIN PROJECT:%V PLH - 212'] 8 01 structural engineering DATE: 3/20/20 . •e1 BY: AMA JOB NO: 18116 SHEET: L-10 LATERAL _�raror . .r . Shear Walls at Rear Elevation Upper Level Wind Force P:= 21601b P= 2160 lb Length of wall L:= 5ft+ 15ft L= 20ft P Shearv:= L v= 108plf A 5 Overturning Mot:= P•8•ft•— Mot = 4320lb•ft Moment 20 (5.ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•8•ft)• + 0.6.400-Ib•5-ft 2 Moment Mr = 2137.5 lb•ft Mot - Mr Holdown =436.5 lb Force 5-ft Main Level Wind Force P:= 7260-lb P=72601b Length of wall L:= 3•ft•2 + 4ft+ 2.5ft-2 L= 15ft P Shearv:= L v=484p1f D 3 Overturning Mot := P'9'ft'15 Mot = 13068lb•ft Moment (2.5•ft)2 Resisting Mr:= 0.6•(15.psf•6•ft+ 10•psf•8•ft)• 2 + 0.6.600-lb-2.5-ft Moment Mr= 1218.75lb•ft Mot - Mr Holdown =4739.7 lb HTT5 Force 2.5 ft GREEN MOUNTnIN PROJECT:PI'x 2127 3/20/2018 structural engineering DATE: BY. AMA JOB NO: 18116 SHEET: L-11 LATERAL . . .�. _�, Shear Walls at Left Elevation Upper Level Wind Force P:= 2220.16 P= 22201b Length of wall L:= 10•ft+ 11ft L= 21ft P Shear v:= - v= 105.71 plf A L 10 Overturning Mot := P•8•ft•— Mot = 8457.14 lb•ft Moment 21 (10-ft)2 Resisting Mr:= 0.6•(15 psf•3•ft + 10-psf•8•ft)• 2 + 0.6.400•lb•10•ft Moment Mr = 6150lb•ft Mot — Mr Holdown = 230.71 lb Force 10 ft Main Level Wind Force P:= 5220-lb P= 5220 lb Length of wall L:= 20ft+ 21ft+ 7ft L=48 ft P Shear v:= — v= 108.75 plf $ L 7 Overturning Mot:= P•9•ft•48 Mot = 6851.25lb•ft Moment (7.f.02 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•9•ft)• 2 + 0.6•600-1b-7-ft Moment Mr =4504.5 lb•ft Holdown Mot — Mr Force — 335.25 lb 7-ft. GREEN MOUNTIIIN PROJECT: PLH 2127 DATE: 3/20/2018 structural engineering r •ea BY: A ,� _. JOB NO: 1$116 SHEET: L-12 LATERAL �..�.�r Shear Walls at Front Elevation Upper Level Wind Force P:= 2160•lb P= 2160 lb Length of wall L:= 4.5•ft•2+ aft L= 12ft P Shear v:= — v= 180 plf B 3 Overturning Mat := P•8•ft•— Mot =4320lb•ft Moment 12 (3•ft)2 Resisting Mr:= 0.6.(15•psf•3•ft+ 10•psf•8•ft)• 2 + 0.6.400•Ib•3•ft Moment Mr = 1057.5lb•ft Mot — Mr Holdown = 1087.5 lb Force 3 ft Main Level (2 car-worst case) Wind Force P:= 1800•Ib P= 18001b Length of wall L:= 1.5•ft•2 L= 3ft P Shear v:_ — v= 600 plf E L 1.5 Overturning Mot := P•8•ft 3 Mot = 7200 Ib•ft Moment (1.5•ft)2 Resisting Mr := 0.6•(15•psf•2•ft+ 10•psf•9•ft)- 2 + 0.6-600•lb•1.5•ft Moment Mr = 6211b•ft Holdown Mot — Mr — 4386 lb STHD14 Force 1.5•ft GREEN MOUNTS IN PROJECT: PLH - 2127 r ,3r 111110 structural engineering DATE: 3/20/2018 BY: AMA JOB NO: 18116 SHEET: L-13 LATERAL ,_ ��� _� ���.,��� �, ,�t . ��� � Interior Shear Wal Is at garage Main Level at rear garage- 2 car option Wind Force P:= 7058•lb P= 70581b Length of wall L:= 8ft+ 7.5ft L= 15.5ft P Shear v:_ - v=455.35 pIf D L 8 Overturning Mot := P•9•ft•— Mot = 32785.55 Ib•ft Moment 15.5 (8.ft)2 Resisting Mr:= 0.6•(15•psf•12•ft+ 10•psf•18-ft)• 2 + 0.6.600•Ib•8•ft Moment Mr = 9792 lb-ft Holdown Mot - Mr Force 8•ft = 2874.19 lb HTT4 Main Level at rear garage-3 car option Wind Force P:= 7058•Ib P= 70581b Length of wall L:= 8ft+ 7.5ft+ 10ft + 4ft L= 29.5 ft P Shear v:= - v= 239.25pIf B L 8 Overturning Mot:= P'9•-ft Mot = 17226.31 lb•ft Moment 29.5 (8•ft)2 Resisting Mr:= 0.6•(15•psf•12•ft+ 10•psf•18•ft)• 2 + 0.6.600-Ib•8•ft Moment Mr = 9792lb•ft Holdown Mot - Mr Force - 929.29 lb 8•ft GREEN MOUNTnIN PROJECT: PLH - 2127 111, structural engineering DATE: 3/20/2018 BY AMA JOB NO: 18116 SHEET: L-14 LATERAL x ���, � . ��� CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS V3s:= 140•mph Exp. B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh.[(GCpf) – (GCpi)] MEAN ROOF HT=30 ft(max) 0 := 26.6 KZ:= 0.70 Kzt := 1.0 Kd:= 0.85 V:= 140 I := 1.0 9h .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:= gh•[(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=–6.96-2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.20 ft: TRIBUTARY AREA At:= 10•ft-12-ft At = 120 ft2 UPLIFT U := At-W U =–835.2 lb USE(2) Simpson H2.5A's GREEN MOUNTIIIN PROJECT: PLH - 2127 DATE: 320/2018 BY AMA ikr structural engineering JOB NO: 1$116 SHEET: L 15 LATERAL ._a. _v a .a •�a2., a .rt,.,�� ,,,,, � Determine Diaphragm Shear&Deflection CD First Floor: Seismic Force FPx <_ 0.4•Sds•I•WP (ASCE 7-1012.10-3) 5D5:= .73 I := 1.0 WSD Fp, := 0.7.0.4•SDS•I•wp. FPx := 0.2•wpx WDL := 15•psf w := W•w 0.2 Wseismic – 90 If W 30 ft seismic DL• — p L:= 40-ft w= seisrr.ic force 7/8" PLY ,/ '7 ''.-/ `..1/ 10 D NAILS 6" CD EDGES ,``�— 12" FIELD JW Wseismic L 2 —� .rr V. W or v= 60p1f / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vallowed 215•plf > v= 60plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 60plf A:= (1.5•in)•(5.5-in) Area of chord cross section L= 40 ft E:= 1400000•psi Modulus of elasticity of chords lb W = 30 ft GA:= 8.5•- (Table 4.2C) in EA„: 2•[0.03125•(16•in + 32-in + 32-in + 16-in)] EA,= 6in Breyer CH.9.8 5•v•L3 \ 1in0.25•v•L (EAcx)ft A := • — + + A = 0.18in �,5•E-A•Wj ft) 1000-GA 2•W GREEN M O U N T n I N PROJECT: PLH - 2127 AMA structural engineering DATE: 3/20/2018 BYmw, JOB NO: 18116 SHEET: F-1 FRAMING ROOF LOADS ROOF A—F Wd = 15psf ARE SIMILAR WI = 25psf • it • I /�Gp� 1� — f GREEN MOUNTAIN PROJECT: PLH - 2127 g DATE: 3/20/2018 �p� �u��, B, �� AMA __ _� ..,�,� structural engineering _. JOB NO: 18116 SHEET: F-2 FRAMING ._w. , �.m.� �, --_ TRACK ROOF LOADS 1 q 0,45 9 t ) l 1 il , I. 1 , GREEN M O U N T hI I N PROJECT: PLH - 2127 1111110 8 structural engineering DATE: 3/20/20101 _ BY AMA xmr., "_ JOB NO: 18116 SHEET: F-3 FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf 0 I I ' I- 0 L 9 .$ SII e/` f vst 111 X ii I I I �l� ( 0 h ; I Hi" , ,L___ 65 ✓ 6X12 GREEN MOUNTnIN PROJECT: PLH - 212] m DATE: 320/2018 BY: AMA'ep structural engineering JOB NO: 18116 SHEET: F-4 FRAMING 11111 640p1f ROOF 4x12 u v V V y L� 6' L� 1945 1945 © 300pIf FLOOR 3.5 x 13.5 GL v V V V v +100p1f WALL U L 12.5' 2564 2564 41) 425p1f FLOOR 480pIf ROOF 3.5 x 13.5 GL �( V V V +100pIf WALL /� 10.5' 5330 5330 4 440p1f ROOF 4x12 v V V Y L� 8' l� 1793 1793 © x 700pIf FLOOR 4x8 X V V 0 +100pIf WALL 4' 1611 1611 'Project: 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 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:27:46 AM Section Adequate By: 126.7% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3282 Dead Load 0.01 in Total Load 0.03 IN L/2531 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1500 lb 1500 lb Dead Load 445 lb 445 lb Total Load 1945 lb 1945 lb Bearing Length 0.89 in 0.89 in BEAM DATA Center Span Length 6 ft .a„ Unbraced Length-Top 0 ft - 6ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 500 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 648 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-L'= 625 psi Controlling Moment: 2918 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: 1945 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: 32.56 in3 73.83 in3 Area(Shear): 14.09 in2 39.38 in2 Moment of Inertia(deflection): 30.37 in4 415.28 in4 Moment: 2918 ft-lb 6615 ft-lb Shear: 1945 lb 5434 lb NOTES Project: w4f1/ pale Green Mountain Location:2Y. C� " Green Mountain SE to- Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 13.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:30:03 AM Section Adequate By: 165.4% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/1176 Dead Load 0.05 in Total Load 0.17 IN L/860 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1875 lb 1875 lb Dead Load 689 lb 689 lb Total Load 2564 lb 2564 lb Bearing Length 1.13 in 1.13 in w BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 410 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 8013 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2564 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: 40.06 in3 106.31 in3 Area(Shear): 14.51 in2 47.25 in2 Moment of Inertia(deflection): 219.69 in4 717.61 in4 Moment: 8013 ft-lb 21263 ft-lb Shear: 2564 lb 8348 lb NOTES Project: %MP, d page Green Mountain Location: 3 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 13.5 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 5/1/2018 1:25:56 PM Section Adequate By: 52.0% F-7 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/744 Dead Load 0.05 in Total Load 0.21 IN L/586 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4200 lb 4200 lb Dead Load 1130 lb 1130 lb Total Load 5330 lb 5330 lb Bearing Length 2.34 in 2.34 in w BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft . 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.07 Depth 0.00 Uniform Live Load 800 plf Notch Uniform Dead Load 205 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1015 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 13991 ft-lb 5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5330 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: 69.96 in3 106.31 in3 Area(Shear): 30.17 in2 47.25 in2 Moment of Inertia(deflection): 347.23 in4 717.61 in4 Moment: 13991 ft-lb 21263 ft-lb Shear: 5330 lb 8348 lb NOTES Project: r 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 3/27/2018 10:58:11 AM Section Adequate By: 84.4% F-8 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2308 Dead Load 0.02 in Total Load 0.06 IN L/1544 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 593 lb 593 lb Total Load 1793 lb 1793 lb Bearing Length 0.82 in 0.82 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft 1111 , Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 448 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-L'= 625 psi Controlling Moment: 3587 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1793 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: 40.03 in3 73.83 in3 Area(Shear): 13 in2 39.38 in2 Moment of Inertia(deflection): 48.42 in4 415.28 in4 Moment: 3587 ft-lb 6615 ft-lb Shear: 1793 lb 5434 lb NOTES 'Project: 61. NW, page' .-Green Mountain Location: 5 Green Mountain SE Multi-Loaded Multi-Span Beam .o. of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:58:59 AM Section Adequate By: 75.3% F-9 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2117 Dead Load 0.00 in Total Load 0.03 IN L/1840 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 211 lb 211 lb Total Load 1611 lb 1611 lb Bearing Length 0.74 in 0.74 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 700 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1105 psi Total Uniform Load 805 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 1611 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: 1611 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: 17.49 in3 30.66 in3 Area(Shear): 13.42 in2 25.38 in2 Moment of Inertia(deflection): 18.9 in4 111.15 in4 Moment: 1611 ft-lb 2823 ft-lb Shear: 1611 lb 3045 lb NOTES GREEN MOUNTh' N PROJECT: PLH - 2127 IllieDATE: 3/20/2018 BY AMA structural engineering JOB N0: 1$116 SHEET: F-10 FRAMING FOUNDATION LOADS gD5 bcb I II . ���I. ii f 24X24X12 r II t app 1'31 Q-50-T1 , 3 X32XT2 247 r I ij 1_ iii $01 O1 - FL : Dc � (+)1 INN O - 24X24X12 I .I 1 1 (gSGP 7 93 7 93.41F '04 •1141 C_ 24X24X12 @SCAR Co) CO GREEN MOUNThIN PROJECT: PLH - 2127 AMA MA structural engineering °ATE: BY rr* a ep JOB NO: 18116 SHEET: F-11 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 + 8-in + 16-in)-16-in A= 4.4 ft2 Allowed Load SBP•A= 6666.71b 111E11in. Individual Footings: Size Area Capacity 18" diameter A:= 9•in•9•in•3.14 Pall := 1500-psff-A Pall = 2649.41b 24"x24" 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 Pall := 1500•psf•A Pall = 135001b 48"x48" A:= 48•in•48•in Pall := 1500•psf•A Fall = 24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf