Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (40)
00k\� tk. C csL AAlt. • RECEIVED GREEN MOUNTRIN MAR 282019 structural engineering CITYOFTIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 31 Tigard, Oregon Contractor: Riverside Homes .rx4 ' N 4 49 78PE 9Cr r- 1 f OREGON A I f1xP,RLs 1z• .51 .2.010 Project Number: 17485 March 7, 2019 ,_ Index Structural Information Lateral Analysis L-1 thru L-15 greenmountainse.com-info®greenmountainse.com-4857 NW Lake Rd..Suite 260.Camas,WA 98607 GREEN MOUNTFIIN 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. Live load: A. Floor 40 psf B. Decks&Balconies 60 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=126 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 greenmountainse.com-info@greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: BY: L-1 JOB NO: 18491 SHEET: LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V := R •W (EQ.12.14-11 with F=1.2) Ss mapped spectral acceleration for Ss := 1.00 short periods(Sec.11.4.1) from USGS web site Ss 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 SMS = 1.1 (Eq.11.4-1) SM1 := Fv S1 SM1 = 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 SiD := •SM1 SDI = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SpS R:= 6.5 Table 9.5.2.2 V :_ •W R 1.2.0.73 V := h 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 � l GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: L 2 JOB NO: 18491 SHEET: LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND psf psf Wind ease Shear Length L := 50•ft Height Ht := 26.ft WIND := L•Ht•(11•psf+7.4•psf) SEISMIC WIND = 23920 lb Fr Wroof F2 — Wfloor — Seismic Wwa l l ease Shear Aroof :=50•ft•30•ft Aroof = 1500 ft2 Afloor 50•ft•39•ft. Afloor = 1950 ft2 Wwalis 4.50•ft•20•ft Wwalls = 4000 ft2 SEISMIC := (Aroof•15•psf+Afloor•15•psf+Wwalls•10•psi•0.123 SEISMIC = 11285.25 lb WIND GOVERNS DESIGN GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: JOB NO: 1$491 SHEET: L-3 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz :_ .00256•Kz•Kzt•Kd•V2.I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas := 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR ICA := 1.0 WIND DIRECTIONAL FACTOR Kd := 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ := 0.57 qz := .00256•Kz•Kzt•Kd•V3,2.I qz = 19.69 (varies/height) 15' 20' Kz := 0.62 qz := .00256•Kz•Kzt•Kd•V3,2.1 qZ = 21.42 20' 25' Kz := 0.66 qz := .00256•Kz•Kzt•Kd•V3S2.I qz = 22.8 25' 30' Kz := 0.70 qz := .00256•Kz•Kzt•Kd•V3S2•I qz = 24.18 . GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11019/2018 CM w structural engineering DATE: BY. L-4 JOB NO: 18491 SHEET: LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE WIND PRESSURE P := qZ•G•CP G := 0.85 Gust factor C, pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD PW := 12.4•psf•0.85.0.8 PH, = 8.43 psf LEEWARD PL := 12.4•psf-0.85.0.5 PL = 5.27 psf 1B-20' WINDWARD PW := 13.49•psf•0.85.0.8 PH, = 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD PW := 14.36•psf•0.85.0.8 PW = 9.76 psf LEEWARD PL := 14.36•psf•0.85.0.5 PL = 6.1 psf AT ROOF 0'-15' WINDWARD PW := 12.4•psf•0.85.0.3 P,, = 3.16 psf LEEWARD PL := 12.4psf•0.85.0.6 P = 6.32 psf � 1B-20' WINDWARD PW := 13.49•psf•0.85.0.3 P,,, = 3.44 psf LEEWARD PL := 13.49•psf•0.85.0.6 PL = 6.88 psf 20'-25' WINDWARD PW := 14.36•psf•0.85.0.3 PW = 3.66 psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 2B-30' WINDWARD PW := 15.23•psf•0.85.0.3 PW = 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 PL = 7.77 psf • f • GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018CM 11111, structural engineering DATE: BY: L-5 JOB NO: 18491 SHEET: LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE Assume 3.44 6.88 Cp-0.3 psf psi: e := 35 \''' \ 17Cp--0.6 IMean Roof Height 8 f 9.17 psf 6.1 18+25 psf2 = 21.5 X17, Loads at Roof roof- max Windward 3.66•psf•7.ft = 25.62 plf Leeward 7.32•psf•7.ft. = 51.24 plf Wall loads at upper level at main level Windward 9.17psf•4•ft = 36.68 plf 8.43•psf•8.5•ft= 71.66 plf Leeward 5.73•psf•4•ft= 22.92 plf 5.73•psf•8.5•ft= 48.71 plf GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 w 11/19/2018 structural engineering DATE: BY: CM JOB NO: 18491 L-6 SHEET: LATERAL WIND ON ROOF 77 1750 I t L —1 L i f - ii i I i < i , N 1 ~ L i n N N N- - i - . N r�li i 1 N iI ✓ ) .F-- in I L t 1 / l .F I+ I 1509 _l GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 Illif structural engineering DATE: 11/19/2018 BY: CM 18491 L-7 LATERAL JOB NO: SHEET: WIND ON UPPER LEVEL i. LI) LI) LC) v 59 v <1750 , I 3195 > I 11 i_i_ ![K) ‘\A I fl------ I INJ L , L\`---- A ,--- - 1" 11 i 1' c\J 0) rj 1 1 CO Ln •:1- 11 L 1, i 0 'cl- , I / / - d 11 1-----;:,-_, 1 1 - Th 1 , i I I i — 1 I __ — - , , ' 1 I 1 '1509 --,_L--, 2954) ; A GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 w 11/19/2018 structural engineering DATE: BY: CM JOB NO: 18491 SHEET: L-8 LATERAL WIND ON MAIN LEVEL N N CD CD v 120 v 4449935 < <3195 ,.-. • t (i II .,ill ; : I '1 L_ 1.)1 00.1 N 11iA —7 is I 0 6-41 1 -�1-t r, i 2 —� I, I T VI 'I I iI jl, ,j <2954 4154 GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM � � structural engineering DATE: BY: L-9 JOB NO: 18491 SHEET: LATERAL SHEAR WALL DESIGN Pdl f dl Wdl 4, �• t L Y _ P ( P := wind V := seismic h R=Holdown Force Based on Basic Load Combinations 0.6D+W (Equation 16-11) 0.6•D+0.7•E (Equation 16-12) Overturning Moment: Mot :_ h L2 Resisting Moment: Mr := 0.6 �Wdi+Wwall)• (2 +0.6•Pd.L Mot—Mr Hol down Force R L GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11019/2018 CM w structural engineering DATE: BY. L-10 JOB NO: 18491 SHEET: LATERAL Front Elevation Exterior Walls Second Level Wind Force P := 2954•lb P = 2954 lb Length of wall L := 4•ft+3•ft+2.75•ft•2 L = 12.5ft P Shear v:= L v= 236.32 plf 6 2.75 Overturning Mot := P•8•ft• Mot= 5305.14lb•ft Moment 12.25 (2.75.ft)2 Resisting Mr := 0.6•(15•psf•2•ft+10.psf•8•ft)• 2 +0.6.600•Ib•2.75•ft Moment Mr = 1239.56 lb-ft Mot—Mr Hol down = 1478.39 lb MSTC40/MSTC48i33 Force 2.75.ft Main Level -3 Sided Diaphragm 20•ft 4615•lb 4154•lb+2940•Ib = 70941b 4154•lb• = 4615.56 lb = 2307.5 lb 18 ft 2 2307•lb+3262•lb = 5569 Ib 2940 lb 7094 lb 18 ft • s, .a r- i 20 ft ii 454 lb GREEN M O U N TSI I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: L-11 JOB NO: 1$491 SHEET: LATERAL Left Elevation Exterior Walls Second Level Wind Force P := 1462•lb P = 1462 lb Length of wall L := 13•ft+5•ft+5•ft L = 23ft P Shear v:= — v= 63.57 plf A 5 Overturning Mot := P 8 ft 23 Mot = 2542.61 Ib•ft Moment (5•ft)2 Resisting Mr := O.6•(15.psf•14•ft+10.psf•8•ft)• 2 +O.6.600•lb•5•ft Moment Mr = 3975 Ib•ft Mot-Mr Hol down = -286.48 lb Force 5 ft Main Level Wind Force P := 5569•lb P = 5569 lb Length of wall L := 4•ft+6•ft+14•ft L = 24ft P Shear v:= — v= 232.04pIf 6 L - 6 Overturning Mot := P•9•ft'— Mot = 12530.25 lb.ft Moment 24 telt Resisting Mr := 0.6•(15•psf•14•ft+10.psf•19•ft)• ) +0.6.800•lb.6•ft 2 Moment Mr = 7200 Ib•ft Mot-Mr Hol down = 888.38 lb 6 ft Force GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY. L-12 JOB NO: 18491 SHEET: LATERAL Right Elevation Exterior Walls Second Level Wind Force P := 1462•lb P = 1462 lb Length of wall L := 17•ft+4•ft+3•ft+7•ft L = 31 ft Shear v:= — v= 47.16 pIf A 4 Overturning Mot := P'8' 1 31 Mot= 1509.16lb.ft Moment (4•ft)2 Resisting Mr := 0.6.(15.psf•14.ft+10.psf•8.ft)• 2 +0.6.600•Ib•4•ft Moment Mr = 2832lb•ft Mot— Mr Holdown = —330.71 lb Force 4 ft Main Level Wind Force P := 3262•lb P = 3262 lb Length of wall L := 10•ft+4•ft+6•ft+5•ft L = 25 ft P Shear v:= L v= 130.48 plf 13 4 Overturning Mot := P•9•ft•-25 Ma = 4697.28 lbft Moment (4•ft)2 Resisting Mr := 0.6.(15.psf 14•ft+10 psf-19-ft) 2 + 0.6 800•Ib•4 ft Moment Mr = 3840lb•ft Mot—Mr Holdown = 214.32 lb Force 4 ft GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018CM OP structural engineering DATE: BY. L-13 JOB NO: 18491 SHEET: LATERAL Rear Elevation Exterior Walls Second Level Wind Force P := 3195•lb P = 3195 lb Length of wall L := 11•ft+3•ft.2 L = 17ft P Shear v := — v= 187.94pIf B L 3 Overturning Mot := P•8•ft•17 Mot = 4510.59 lb ft Moment (3 ft)2 Resisting Mr := 0.6•(15•psf•2•ft+10.psf•8•ft)• 2 +0.6.600 lb.3•ft Moment Mr = 1377Ib•ft Mot—Mr Holdown = 1044.53 lb MSTC40/MST48B3 Force 3 ft Main Level Wind Force P := 4935•lb P = 4935 lb Length of wall L := 3•ft•2+3•ft•2 L = 12ft P Shear Wind v:= L v= 411.25 plf D 3 Overturning Mot := P.9.ft. 12 Mot = 11103.75 lb ft Moment ( 2 • Resisting Mr := 0.6.(15.psf•2.ft+10.psf•20.ft)• 2 +0.6.800•Ib•3•ft Moment Mot—Mr Mr = 2061 lb•ft Holdown = 3014.25 lb Force 3.ft HTTS • GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11019/2018 CM w structural engineering DATE: BY; 18491 L-14 JOB NO: SHEET: LATERAL Interior Shear Walls at Garage At Back of Garage Wind Force P := 7094•lb P = 7094 lb Length of wall L := 12•ft L = 12 ft P Shear Wind v:= — v = 591.17 plf E L Overturning Mo[ := P.9•ft Mat = 63846 Ib ft Moment (12.ft)2 Resisting Mr := 0.6•(10•psf•15•ft+10.psf•9•ft)• 2 +0.6.1200•Ib•12•ft Moment Holdown Mot—Mr Mr = 19008 lb.fit 12 ft Force = 3736.5 lb At side of Garage HTT5 Wind Force P := 2307•lb P = 2307 lb Length of wall L := 18-ft L = 18ft P Shear Wind v:= — v= 128.17 plf B Overturning Mot P'9'ft• Mot = 20763 lb.ft Moment (18 •ft)2 Resisting Mr := 0.6•(15•psf•2•ft+10.psf•9.ft)• 2 +0.6.800.Ib•18•ft Moment Holdown Mot—i Ir Mr = 20304 Ib•ft Force 18 ft = 25.5Ib GREEN MOUI`IT11IIN PROJECT: Riverside - Plan 2353 w 11/19/2018 structural engineering DATE: BY: CM JOB NO: 1$491 F-1 SHEET: FRAMING - - ROOF LOADS Wd = 15psf WI = 25psf ROOF A u■ I j rr C l 1 _ t_L-1-• _J-7 r__11 1I 11 � I 4 --- 4- 1 i I _- I 11 I I- _.__.-_....-.. I 1 ' { i 4 I li t - f 1 _-. GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 w11/19/2018 structural engineering DATE: BY: CM JOB NO: 1$491 SHEET: F-2 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF B ---1 1 lr- 11 1 it ,i I ti 1 it L ...._�...>.,_..:.+ 1 I J ii i ti.. 1 r I a i 0 NI- •._,,I � `° it it I 1 1 i L J , Ii 1 1 1 = ,' Ii1 J , V F_ 1 11.-_. I 1 GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 w11/19/201H structural engineering DATE: BY: CM JOB NO: 1$491 F-3 SHEET: FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF C i I L 11 11 i 1 11 1 4- ca I,--- I .___ — I L j I 1 L1 1 } -.. F - -- I {__—_ -(_11 RI . N GREEN M O U N T h I 1 1 PROJECT: RIverside - Plan 2353 w 11/19/2018 structural engineering DATE: BY: CM JOB NO: X8491 F-4 SHEET: FRAMING - TRACK ROOF LOADS 1 !I r- it 110 ,IL _O ( \ 1I r I i i lI� 1' 1I i r[ ;E ,_ J1 L . li JFI 7 ln `7 i_Ii 1 ,., 0 i I - 1 � ' � Ir - i _i i 1 ,___L T1 1 i ,, Ir is II --- if ill GREEN M O U N T II I N PROJECT: Riverside - Plan 2353 w11/19/201H structural engineering DATE: BY: CM JOB NO: 1$491 F-5 SHEET: FRAMING 2ND FLOOR LOADS Wd = 1Opsf WI = 40psf .7-5 7-5 r 11 1 ! I l P 0 C ; -- Hitr b1 oo''' s J . ...... ...... ....... �_ I ir _ ---_• ^ =Jt...J As 7 L2 jU 11 -.__ 1 r-- 0 _ © ��ti� A . GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 109/2018 CM structural engineering DATE: By;10t JOB NO: 18491 SHEET: F-6 FRAMING O160 If ROOF 3.5 x 12 GL V V V V V p A A 16' 1353 1353 © 425 If FLOOR 3.5 x 12 GL V V V V p 14.5' 3147 3147 © 250 If FLOOR 3.5 x 12 GL V V V V v p 13.5' A Q +100p1f WALL 2424 2424 2424 @10' 4 miniiilisi 640p1f ROOF 3.5 x 12 GL +100pIf WALL ♦ 12' ♦ 4898 6515 4898 @5' © ommiiiii 450pIf FLOOR 5.5 x 18 GL A 18' 7781 5603 GREEN M O U N T II' N PROJECT: Riverside - Plan 2353 11/19/2018 CM ilhor structural engineering DATE: BY: JOB NO: 18491 SHEET: F-7 FRAMING 6 515 ©4' 6 immimumi 160pIfROOF 5.5 x 13.5 GL 16' 6295 3038 Protect: StruCalc 9.0 page f;Location: 1 Multi-Loaded Multi-Span Beam . of [2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/19/2018 4:26:52 PM Section Adequate By:257.0% F-8 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN U1181 Dead Load 0.11 in Total Load 0.27 IN U699 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 800 lb 800 lb Dead Load 553 lb 553 lb Total Load 1353 lb 1353 lb Bearing Length 0.59 in 0.59 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 169 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc---= 650 psi Fc- = 650 psi Controlling Moment: 5411 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: 1353 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: 23.53 in3 84 in3 Area(Shear): 6.66 in2 42 in2 Moment of Inertia(deflection): 129.85 in4 504 in4 Moment: 5411 ft-lb 19320 ft-lb Shear: 1353 lb 8533 lb Prcaject: StruCalc 9.0 page Location:2 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/19/2018 4:27:40 PM Section Adequate By:69.3% F-9 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN U529 Dead Load 0.15 in Total Load 0.48 IN U366 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:0180 REACTIONS A Live Load 2175 lb 2175 lb Dead Load 972 lb 972 lb Total Load 3147 lb 3147 lb Bearing Length 1.38 in 1.38 in BEAM DATA Center Span Length 14.5 ft Unbraced Length-Top 0 ft A 14.5 fl B Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 125 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 434 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-1-toGrain: Fc- = 650 psi Fc--i-'= 650 psi Controlling Moment: 11409 ft-lb 7.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3147 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: 49.6 in3 84 in3 Area(Shear): 15.49 in2 42 in2 Moment of Inertia(deflection): 248.1 in4 504 in4 Moment: 11409 ft-lb 19320 ft-lb Shear: 3147 lb 8533 lb Project: StruCalc 9.0 page Location:3 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 INx12.0INx13.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/19/2018 4:28:24 PM Section Adequate By: 136.2% F-10 Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN U787 Dead Load 0.09 in Total Load 0.30 IN U548 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 1688 lb 1688 lb Dead Load 736 lb 736 lb Total Load 2424 lb 2424 lb Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 13.5 ft Unbraced Length-Top 0 ft A 13.5 ft Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 250 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 359 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-1-to Grain: Fc-I= 650 psi Fc--- = 650 psi Controlling Moment: 8181 ft-lb 6.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2424 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: 35.57 in3 84 in3 Area(Shear): 11.93 in2 42 in2 Moment of Inertia(deflection): 165.64 in4 504 in4 Moment: 8181 ft-lb 19320 ft-lb Shear: 2424 lb 8533 lb Project: StruCalc 9.0 page Location:4 Multi-Loaded Multi-Span Beam 'Crt or [2015 International Building Code(2015 NDS)] ty: 3.5 IN x 12.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/19/2018 4:29:24 PM Section Adequate By:20.6% F-11 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/383 Dead Load 0.09 in Total Load 0.47 IN L/309 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 4077 lb 5027 lb Dead Load 821 lb 1488 lb Total Load 4898 lb 6515 lb Bearing Length 2.15 in 2.86 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A 12ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 640 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 749 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One Cd=1.15 Live Load 1424 lb Dead Load 1000 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 10 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc---= 650 psi Fc-1'= 650 psi Controlling Moment: 16015 ft-lb 6.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6515 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: 69.63 in3 84 in3 Area(Shear): 32.07 in2 42 in2 Moment of Inertia(deflection): 316.02 in4 504 in4 Moment: 16015 ft-lb 19320 ft-lb Shear: -6515 lb 8533 lb Pro]rct: StruCalc 9.0 page — Location:5 Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] t,' 5.5 IN x 18.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/19/2018 4:30:48 PM Section Adequate By:98.6% F-12 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN U879 Dead Load 0.15 in Total Load 0.39 IN U551 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 4867 lb 3533 lb Dead Load 2914 lb 2070 lb Total Load 7781 lb 5603 lb Bearing Length 2.18 in 1.57 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top O ft A 18 ft Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 150 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 471 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2673 psi Live Load 3000 lb Cd=1.15 Cv=0.97 Dead Load 1898 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Location 5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-1-to Grain: Fc-L= 650 psi Fc--L'= 650 psi Controlling Moment: 33302 ft-lb 6.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7781 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: 149.53 in3 297 in3 Area(Shear): 38.3 in2 99 in2 Moment of Inertia(deflection): 873.35 in4 2673 in4 Moment: 33302 ft-lb 66146 ft-lb Shear: 7781 lb 20114 lb Proiect: StruCalc 9.0 page Location:6 *at Multi-Loaded Multi-Span Beam '` of [2015 International Building Code(2015 NDS)] °`► ._ 5.5 IN x 13.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/19/2018 4:31:53 PM Section Adequate By:61.6% F-13 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN U590 Dead Load 0.13 in Total Load 0.46 IN L/420 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 4550 lb 2050 lb Dead Load 1745 lb 988 lb Total Load 6295 lb 3038 lb Bearing Length 1.76 in 0.85 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 CamberUNIFORM LOADS Center Required 0.2 Notch Depth 0.00 Uniform Live Load 100 plf Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 24F-V4-Visually Graded Western Species Total Uniform Load 176 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2760 psi Load Number One Live Load 5000 lb Cd_=1.15 Dead Load 1515 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 4 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.l to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 23771 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: 6295 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: 103.35 in3 167.06 in3 Area(Shear): 30.98 in2 74.25 in2 Moment of Inertia(deflection): 483.19 in4 1127.67 in4 Moment: 23771 ft-lb 38424 ft-lb Shear: 6295 lb 15085 lb w ' - GREEN M O U N T n I 1 1N PROJECT: Riverside - Plan 2353 Ike structural engineering DATE: 11/19/2018 BY: CM JOB NO: 1$491 F-14 SHEET: FRAMING FOUNDATION LOADS X141 —�� I I I a 1! I 1IIN l 11' 1 ( 1h1 I !6 I a rFTS1� •. ar II lino lino 1111 24X24X12 I ' I 1 lid \ I I' CIl it l 1 ! 28X28X12 11 = --,i III Il wn I 11 u Dc iii III I- `'il c 1 1 1 t . III` 28X28X12 ,' ;I 6`L9 11 �p� 11 GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018 CM U' structural engineering DATE: BY: •n JOB NO: 18491 SHEET: F-15 FRAMING Foundation Design Soil Bearing Pressure SSP:= 1500•psf (assummed) continuous foundation footing 15 inches wide with a 6 inch stem that is 18 inches tall. total engaged area Allowed Load A:= (18•in + 6•in + 18•in)•15•in A=4.4 ft2 I Allowed Load SBP•A=6562.5 lb in. Individual Footings: Pallipl Size Area Capacity 18" diameter A:= 9•in•9•in•3.14 Pall := 1500.psf•A Pall = 2649.4 lb 24" diameter A:= 24•in•24•in•3.14 Pall := 1500•psf•A Pall =18840lb 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 30"x30" A:= 30•in•30•in Pall := 1500•psf•A Pall = 9375 lb 32"x32" A:= 32•in•32•in Pall 1500•psf•A Pall =10666.71b 36x36" A:= 36•in•36•in Pall := 1500•psf•A Pall =13500 lb 42"x42" - A:= 42-in•42•in Pall := 1500•psf-A ealf 1637511) 48"x48" A:= 4-8•in48•in Pall := 1500.psf•A Pall =24000 lb Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches =2000 plf