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Specifications tiq49 sal ciak4cil 61. msrzom- 60 41 IP GREEN tvIOUNThlti RECEIVED structural engineering OCT 31 201S CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Forte Plan Willow Brook, Lot 12 Tigard, OR Contractor: Pacific Lifestyle Homes (36 0 so) 5:3:8.081 44,Nr147 ty*GIN ;IV ir19 4 OREGO ‘0.„ ): 4f, A NOSV'' Expires: December 31,2019 Project Number: 17457 October 23, 2019 Index Structural Information Lateral Analysis L-1 thru L-l0 Framing Analysis ..F-1 thru F-1 1 greenmountainse com into@greenmountainse cum - 4857 NW Lake Rd Suite 260,Camas WA 98607 GREEN MOUNThIN 4 r 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 GREEN MOUNTnIN PROJECT: PLH - Forte 1910 8/20/2018 AMA 14110 structural engineering DATE: BY JOB NO: 1$377...m__.., .. ..,n_n ,. ,. SHEET: ..,, L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR 1'2-SD5 (Eq.12.14-11 with F=12) V:_ •W Ss mapped spectral acceleration for Ss:= 1.00 short periods(Sec.11.4.1) from USGS web site S1 mapped spectral acceleration for S1 := 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-Ss SM5 = 1.1 (Eq.11.4-1) SM1 := F„•S1 SM1 = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2 5D5 •= 3'SMS 5D5 = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 5D1 := 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:= 0.7E 0.7-1.3.0.135•W 0.123•W WOOD SHEAR PANELS A GREEN MOUNThIN PROJECT: PLH - Forte1910 11110 structural engineering DATE: 8/20/2018 BY AMA NO: 18377 SHEET: LATE RAL L-2 JOB ...���W ...�.n� SIMPLIFIED WIND AND SEISMIC COMPARISON WIND / psf 11 psf Wind E3ase Ht Shear /I < Length L:= 68-ft Height Ht:= 23-ft WIND := L•Ht•(11•psf + 7•psf) WIND = 28152 lb SEISMIC Fr Wroof wwall Seismic ease Shear Aroof := 68•ft•52•ft Wr:= Aroof•15•psf+ 2•(4.5•ft•68-ft)•10•psf Wr= 59160 lb Wwalls 2'9'ft•'68•ft SEISMIC:= (Aroof'15•psf+ Wwalls.10•psf)•0.123 SEISMIC= 8029.44 lb WIND GOVERNS DESIGN GREEN M O U N Tit I N PROJECT: PLH - Forte 1910 II, structural engineering DATE: 8/20/2018BY AMA „� ,_v,ti, n,. . JOB NO: 18377 SHEET: L 3 LATE RAL _____ _ -.. 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' K,:= 0.57 q,:= .00256•KZ-KZt-Kd•V3,2•I qZ= 24.31 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256 lc-KZt•Kd•V3,2-I qZ= 26.44 20'-25' KZ:= 0.66 qz:= .00256•KZ•KZt•Kd-V3s2•I qZ= 28.15 25'-30' K,:= 0.70 qz:= .00256•KZ•KZt-Kd-V3s2•I qZ= 29.85 WIND PRESSURE P:= q,-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 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 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 M O U N TSI I N PROJECT: PLH - Forte 1910 DATE: 8/20/2018 BY: �A ' 1110 structural engineering -- - m. 18377 L-4 JOB NO: SHEET: ..4 ��ar .v �4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp-0. .) 4.05 8,09 ppsAf 4p_o.is Assume 0 := 35 13.3 ft sf 9.92 6.2 psf f 9 ft psf I windward leeward Roof Loads max roof height Windward 4.05.psf•13.3•ft= 53.86 plf Leeward 8.09•psf•13.3•ft= 107.6 plf Wall loads Windward 9.92•psf•4.5.ft=44.64 plf Leeward 6.2.psf•4.5•ft= 27.9 plf GREEN MOUNThIN PROJECT: PLHForte 1910 11WDATE: 8/20/2018 AMA structural engineering JOB NO: 377 SHEET 18 L-5 r,. n _ .. _,� LATERAL 287 73 3 WIND ON ROOF , Wavg= 1 80pIf / M=60(12)2/2=4320Ib o CD 1 1 1 CP 0 11 i rr I I I 1 -77 1 I1 Wavg=150pIf ..,� r----H 1 11 I ' I c� __F < I 7-' 1 \ I ; - 1, h. II , r.,......„ I 1 1 1 j 1! C 1 of ,% II , 1 II , , i GREEN MOUNTPIIN PROJECT: PLH - Forte 1910 8/20/2018 ..._ AMA structural engineering DATE: BY: JOB NO: 18377 SHEET: L-6 LATERAL ,.,_;.x., ________ ... ..0 _ WIND ON MAIN LEVEL OPT. PATIO M=43201b T=C=432°=360Ib T C 7371 > 1i II --1-1 II 1 I A 1 0 CO /-1-i _ d ( Ij i _t--1 I I 0 DO I 1 I ' , / ' j f 6571 > f II GREEN MOUNTSIIN PROJECT: PLH - Forte 1910 structural engineering DATE: 8/20/2018 BY: JOB NO: 18377 SHEET: L-7 LATERAL SHEAR WALL DESIGN PdI PdI I Wdl I r ! f ( ) P:= wind V:= seismic h 1 R=Hol down Force Based on basic Load Combinations 0.6D + 0.6W 0.6•D + 0.7E Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwall)• (2 + 0.6•Pdi•L Mot — Mr Holdown Force R L GPROJECT: PLH - Forte 1910 DATE:lie 8/20/2018 BY AMA structural engineering h A JOB NO: 18377 SHEET: L-8 LATERAL __ uf. x.. � ..x .r _ __ , Left Elevation Shear Walls Wind Force P:= 4680•Ib P=4680 lb Length of wall L:= 13-ft+ 4-ft+ 19ft L= 36ft P Shear v:= —L v= 130 plf A 4•ft Overturning Ma := P•9-ftMot =4680lb•ft Moment 36 ft (4•ft)2 Resisting Mr:= .6-(15-psf•20•ft+ 10•psf•9•ft) 2 + 500-Ib-4-ft Moment Mr = 3872lb•ft Ma — Mr Holdown = 2021b Force 4 ft Right Elevation Shear Walls Wind Force P:= 4680•Ib P=46801b Length of wall L:= 17ft+ 9ft+ 4ft+ 13ft L=43ft P A Shear v:= -L v= 108.84 plf Overturning 4 Moment MOt P-g ft43 Mot = 3918.14 lb•ft Resisting (4ft)2 Moment Mr := .6.(15•psf•20•ft+ 10-psf•9-ft)- 2 + 500•Ib•4•ft Ma — Mr Mr = 3872lb•ft Holdown = 11.53 lb Force 4ft GREEN MOUNTnI N PROJECT: - Forte 1910 1161V structural engineering 8/20/2018 DATE: BY: AMA JOB NO: 18377 SHEET: L-9 LATERAL ,, ____ . ._ _ . .. Shear Walls at Front Elevation (0 2 Car garage -worst case) Wind Force P:= 6571-lb Length of wall L:= 2ft•2 + 4ft•2 L= 12ft P Shear v:= — v= 547.58plf E/D L Overturning 4 Moment Mot := P•9•ft•— 12 Mot = 19713lb•ft (3ft)2 Resisting Mr:= .6•(15•psf•3•ft+ 10•psf•9•ft)• + 500•Ib•3•ft Mr = 1864.5 lb•ft Moment 2 M Holdown 4 ftMr� _ a4 ii 4462 lb HTT5 / STHD14 Force Shear Wal Is at Rear Elevation Wind Force P:= 7371•Ib P= 73711b Lengthofwall L:= 7•ft+ aft+ 5ft L= 15ft P Shear v:= — v=491.4plf D L Overturning 3 Moment Mot •= P•9'ft•— 15 Mot = 13267.81 b•ft (3 ft)2 Resisting Mr:_ .6•(15•psf•5•ft + 10.psf•9.ft) 2 + 500 Ib 3 ft Moment Mr = 1945.5lb•ft Mot Holdown (Mr) _ 3774.1 lb Force 3-ft HTT5 GREEN M O U N T h I N PROJECT: PLH Forte 1910 DATE: 820/2018 BY AMA IOW structural engineering 1$377 JOB NO: SHEET: L-1 O LATERAL .., r. � CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH. B 28 MWFRS ENVELOPE PROCEDURE V35 := 140-mph Exp. P:_ gh•[(GCpf) — (GCpi)] MEAN ROOF HT=30 ft(max) 0 := 25 KZ:= 0.70 Krt. := 1.0 Kd:= 0.85 V:= 140 I:= 1.0 qh := .00256-KZ•KZt•Kd•V2•I qh = 29.85 psf GCPf From Fig 28.4-1 0 := 25 GCPf :_ —0.61 GCPf := 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 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA At:= 14ft•10•ft At = 140 ft2 UPLIFT U := At•W U =—974.4 lb USE(2) Simpson H2.5A's GREEN M O U N T I1 I N PROJECT: PLHForte 191op ryry� �. s 1111kV / structural engineering DATE: 8/20 201H 8 BY AMA rvR JOB NO: 1$377 SHEET: L-11 LATERAL t z s .ar ..4 Determine Diaphragm Shear&Deflection CD First Floor: Seismic Force FPx <_ 0.4•Sd5•I•Wp (ASCE 7-1012.10-3) 5D5:= .73 I := 1.0 WSD FPx := 07-04-S. . DS I wpx FPx := 0.2•wpx WDL:= 15•psf w := Ww 0.2 w = 60 If W 20 fit seismic DL• seismic p L:= 60•ft w= seismic force I 7/8" PLY Y J1' t ,.i/ `„/ 10 D NAILS 6" Ca EDGES 12" Cm FIELD w wseismic L 2 v:= t4 v= 90 plf L f SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM `/allowed 215•plf > v= 90 plf QED : BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v= 90pIf A:= (1.5•in)•(5.5•in) Area of chord cross section L= 60ft E:= 1400000•psi Modulus of elasticity of chords lb W= 20 ft GA:= 8.5 — (Table 4.2C) in E4 := 2 � (0.03125 -in + •in + -in + •in)�16323216EA„ Breyer= 6in Ber CH.9.8 cx • 5•v•L3 (in 0.25•v•L (E4,)ft A := — + + 0 = 0.36in �8•E•A•Wi �ft� 1000•GA 2•W GREEN M O U N T I I N PROJECT: 1910 . PLEI - Forte )-910 20 201 � .�_ �„_.�,u...� ....�,.�,.�..N. 1111111" structural engineering DATE: / / g. - BY A 9 9 FRAMING JOB NO: 18377 SHEET: F-1 ROOF LOADS Wd = 15psf WI = 25psf 12x30 SCAR 11 6' . 1 GARAGE SHOWN. PATIO COVER WORST CASE 1 I I , =- 1 1 ' 1 1 I I 1 I / / ' ill o—$/ _ , , t � 1I ©,y...,.., , /____ ,, ,,, / 1 �t_..,I. � J 1 ,,, ,/, ,_. ,,,,,,,) '6 bl rC, cuiDER - ONUS OPS `L 1 I ll I 7\ cr RDER @ BONUS OPT. 0 1 L' ' r) p1 it I1 0 'C_–.D 1111 , / 2 c� 5 �-bb z 1 1 1 j GREEN M O U N T il I N PROJECT: PLH - Forte 1910 IOW structural engineering DATE: 8/20/2018 BY: AMA JOB NO: 18377 SHEET: F-2 FRAMING TRACK ROOF LOADS OPT. PATIO COVER t If b I J 36,.., 6Is �� 1 l I I 0 II I fr - , 1 .� �' o 0ro cc LLI J C 5 ' 2 ®3886 <1 6p ��$6 �515� 0 1 GREEN MOUNThIN PROJECT: PLH - FOrte1910 11110 DATE: 8/20/2018 BY M structural engineering ,,, _r,xA. , A JOB NO: 1$377 SHEET: F-3 FRAMING 0 160p1f ROOF 6x12 XV V V �/ 16' /� 1387 1387 2357 Q6' © 4x10 A A 8' 617 1795 lb300p1f ROOF 4x8 X v V V v Q 8' 1222 1222 0 280 If ROOF 4x12 x V V V p X OR 12' 6x12 1730/2345 OR 1730/2345 16' 5083 @4' © 4x10 A A 5' rPr--n n-f R,r /1111 • WM', . page Green Mountain Location: 1 Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 16.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/13/2017 2:35:47 PM Section Adequate By: 83.2% F-4 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/1180 Dead Load 0.12 in Total Load 0.28 IN L/680 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 800 lb Dead Load 587 lb 587 lb Total Load 1387 lb 1387 lb Bearing Length 0.40 in 0.40 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 100 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 173 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- = 625 psi Controlling Moment: 5550 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: 1387 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: 66.19 in3 121.23 in3 Area(Shear): 10.65 in2 63.25 in2 Moment of Inertia(deflection): 184.4 in4 697.07 in4 Moment: 5550 ft-lb 10166 ft-lb Shear: 1387 lb 8244 lb NOTES page Project: Green Mountain / Location:2 ;. ��� Green Mountain SE Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/16/2017 12:45:01 PM Section Adequate By: 36.4% F-5 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1377 Dead Load 0.01 in Total Load 0.08 IN L/1145 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 500 lb 1500 lb Dead Load 117 lb 295 lb Total Load 617 lb 1795 lb Bearing Length 0.28 in 0.82 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft — 8ft 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 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 Cd=1.15 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 2000 lb Comp.1 to Grain: Fc- = 625 psi Fc--L'= 625 psi Dead Load 357 Ib Location 6 ft Controlling Moment: 3577 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: -1795 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: 36.59 in3 49.91 in3 Area(Shear): 13.01 in2 32.38 in2 Moment of Inertia(deflection): 40.25 in4 230.84 in4 Moment: 3577 ft-lb 4879 ft-lb Shear: -1795 lb 4468 lb NOTES Project: 'If," Page Green Mountain / Location: 3 =�.;�,° Green Mountain SE ke- Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5INx7.25INx8.OFT — r. #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 11/13/2017 2:43:30 PM Section Adequate By: 32.9% F-6 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/926 Dead Load 0.05 in Total Load 0.16 IN L/607 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 800 lb Dead Load 422 lb 422 lb Total Load 1222 lb 1222 lb Bearing Length 0.56 in 0.56 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft s ft Unbraced Length-Bottom 8 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 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 305 plf Cd=1.15 CF=1.30 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- = 625 psi Fc- = 625 psi Controlling Moment: 2443 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: 1222 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: 23.07 in3 30.66 in3 Area(Shear): 8.85 in2 25.38 in2 Moment of Inertia(deflection): 32.98 in4 111.15 in4 Moment: 2443 ft-lb 3247 ft-lb Shear: 1222 lb 3502 lb NOTES • -"� page Project: Green Mountain Location:4 v,:, 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 11/13/2017 2:44:02 PM Section Adequate By:27.4% F-7 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1026 Dead Load 0.06 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 1200 lb 1200 lb Dead Load 530 lb 530 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 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 80 plf Base Values Adiusted 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.--to Grain: Fc- = 625 psi Fc-1'= 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 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: 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:4@16 �f�;,,' 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 11/13/2017 2:44:34 PM Section Adequate By: 3.7% F-8 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/552 Dead Load 0.16 in Total Load 0.51 IN L/377 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 745 lb 745 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 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 80 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. L to Grain: Fc- L= 625 psi Fc- = 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: Green Mountain Location:5 �1 ; Green Mountain SE Multi-Loaded Multi-Span Beam of [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 11/16/2017 12:47:53 PM Section Adequate By: 9.4% F-9 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2126 Dead Load 0.01 in Total Load 0.04 IN L/1661 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 800 lb 3200 lb Dead Load 234 lb 884 lb Total Load 1034 lb 4084 lb Bearing Length 0.47 in 1.87 in BEAM DATA Center Span Length 5 ft ,,d.,,. T. *Eitij.. ,„_,.. �,�.,�,.- E. 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 Cd=1.15 Live Load 4000 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1083 Ib Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Location 4 ft Controlling Moment: 4080 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: -4084 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: 41.74 in3 49.91 in3 Area(Shear): 29.59 in2 32.38 in2 Moment of Inertia(deflection): 26.06 in4 230.84 in4 Moment: 4080 ft-lb 4879 ft-lb Shear: -4084 lb 4468 lb NOTES GREEN MOUNThIN PROJECT: PLH - FOrte1910 DATE: 8/20/2018 AMA structural engineeringBY:• ~: JOB NO: 18377 SHEET: F-10 FRAMING (?:' '' , FOUNDATION LOADS 24"0x12" TW II. ___.... 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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 Allowed Load SBP-A = 4750 lb ih AllilE 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 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 = 13500 lb 48"x48" A:= 48•in•48-in Pall 1500•psf•A Pall = 240001b Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf