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Specifications (10) OQOG tu\--A-AQ • GREEN MOUNTRIN RECEIVED DEC 2 0 2018 lie structural engineering CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2353 Elderberry Ridge, Lot 34 Tigard, Oregon Contractor: Riverside Homes — 49 8PE OREGON CI r)14v- 7 2 N4,0 -FINA MU [EXPIRES t'Z• 51 Project Number: 18491 December 12, 2018 Index Structural Information Lateral Analysis L-1 thru L-14 Framing Analysis F-1 thru F-15 greenmountainse com-info©greenmountainse.com-4857 NW Lake Rd..Suite 260.Camas,WA 98607 1 � f GREEN MOUNTnIN 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 Ph ASTM A615,Grade 60 greenmountainse.com—info®greenmountainse.com—4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN M O U N Th!I N PROJECT: Riverside - Plan 2353 11/19/2018 W structural engineering DATE: BY: CM JOB N0: 18491 LATERAL SHEET: SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•Sp SEISMIC BASE SHEAR V := •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 g1 := 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) SiM := 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 SD1 := —3*SM1 SD1 = 0.41 > 0.20g D per Table 11.6-1 1.2 SDS WOOD SHEAR PANELS V W R:= 6.5 Table 9.5.2.2 1.2-0.73 V= 6.5 •W V := 0.135•W 12.4 Seismic Load Combinations := 1.3• (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 N GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: JOB NO: 18491 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL _> 11 '4 psf psf .4` Wind base Shear 111(111111111111.1M. Length L := 50-ft Height Ht := 26-ft WIND := L•Ht•(11•psf+7.4.psf) SEISMIC WIND = 23920 lb Fr Wroaf F2 - — Wfloor Seismic Wwal I ease Shear Aroof 50•ft.30•ft .Aroof = 1500 ft2 Afloor 50•ft•39•ft Afloor = 1950 ft2 Wwalls 4 50•ft•20•ft Wwalls = 4000 ft2 SEISMIC :_ (Aroof•15•psf+Aftoor15•psf+Wwails'10•psf)•0.123 SEISMIC = 11285.25 lb WIND GOVERNS DESIGN N GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: 18491 L-3 JOB NO: SHEET: 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 Kzt := 1.0 WIND DIRECTIONAL FACTOR Kd := 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' Kz := 057 qz := .00256.Kz•Kzt•Kd•V3s2.1 qz = 19.69 (varies/height) 15' 20' Kz := 0.62 qz := .00256•Kz•Krt'Kd•V3s2•I 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•V3s 2.I qz = 24.18 GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: 18491 L-4 JOB NO. SHEET: LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE WIND PRESSURE P := 9Z•G•CP G := 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD PN, := 12.4•psf•0.85.0.8 P,,, = 8.43 psf LEEWARD PL := 12.4•psf•0.85-0.5 PL = 5.27 psf 1g-20' WINDWARD PW := 13.49•psf•0.85.0.8 P,v = 9.17 psf LEEWARD PL := 13.49•psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD PH, := 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 PW = 3.16 psf LEEWARD PL := 12.4•psf•0.85.0.6 PL = 6.32 psf 1g-20' WINDWARD PH := 13.49.psf•0.85.0.3 PW = 3.44 psf LEEWARD PL := 13.49•psf•0.85.0.6 PL = 6.88 psf 20'-25' WINDWARD P,v := 14.36•psf•0.85.0.3 PW = 3.66 psf LEEWARD PL := 14.36•psf•0.85.0.6 PL = 7.32 psf 2g-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 GREEN M O U N T II I N PROJECT: Riverside - Plan 2353 11019/2018 CM w structural engineering DATE: BY: JOB NO: 18491 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE Assume 3.44 6.88 Cp-0.3 psf psf A := 35 f Cp--o.6 110‘... I Mean Roof Height oft - 9.17 psf 61 18+25 psf2 = 21.5 i Loads at Roof roof- max Windward 3.66•psf•7•ft = 25.62 plf .1,- 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= 22.92plf 5.73•psf•8.5•ft= 48.71plf GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 W 11/19/2018 structural engineering DATE: BY: CM JOB NO: 1$491 SHEET: L-6 LATERAL WIND ON ROOF 77 1 750 ''L_I I ` r I J1 1 -- L______JL_. I II 1 Ii I I 1 ,_ II ' I FT r 1 r L t h H r I 1 11 I I I-L- 1 _ g- lii 1 Ili Alliwft It Fin i ,/4 jimi 4._ 1 509 I A . . GREEN MOUNTIIIN PROJECT: Riverside - Plan 2353 ft, structural engineering DATE: 11/19/2018 BY: CM 1 • L-7 JOB NO: 1849SHEET: LATERAL WIND ON UPPER LEVEL r---- r- in LI) v 59 v . 1750 . < 3195> , 1 11 1 d 'L N 1 , t l, L--- =11 ---' ' I— ,Hfj ,_„) c___,'_____ __; ill 1 . '-----t t t I ---- , 1 / I 1 i I I II 1 I — t I Fttt, 1 i ic(IN:1 1 _ :1 I I ,,,_jp.____,_ H'Ir CIDC\I, cy) in / -J I et- 1 ____ ..- I, k __, 11 ...,C r, it iF 1 I I jin,, 1, n!I --' i °DI! 1 1 I' 1 . 1 II ---I ---1 1 II ........ _ ___ ,, 1 ' _ . 1 , 1 1 v II "--1 i 1 1 , , 11---- 1 I ] 1 < <1509 2954 T > 111 • GREEN M O U N MI N PROJECT: Riverside - Plan 2353 W11/19/201H structural engineering DATE: BY: CM JOB NO: 18491 SHEET: L-8 LATERAL WIND ON MAIN LEVEL N N (0 CD I,- v 120 4935> -- E3195 r I '' / .,4111 N , N O 1 0 In L Co- 2940> F _4__________. rl , �\ I l I I ;1 I Ifl 11 II <2954 45 1 ISI ft GREEN M O U N TIA I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: BY: JOB NO: 1$491 SHEL-9 LATERAL SHEAR WALL DESIGN Pdl PdI 4, WdI p 00 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: Mat := h sowil Immo (L2 Resisting Moment: Mr := 0.6 �Wd�+Wwa��) 2 +0.6•Pdi•L Mot—Mr Hol down Force R L GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018IOW CM structural engineering DATE: - - _µ- g BY: 18491 L-10 JOB NO: 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 := — v= 236.32 plf L 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 Ib•ft Mot-Mr Hol down = 1478.39 lb MSTC40/MSTC48B3 Force 2.75•ft Main Level -3 Sided Diaphragm 20-ft 4615-lb 4154•lb+2940•lb = 7094 lb 4154•lb• 18 ft - 4615.56 lb 2 = 2307.5 lb 2307•lb+3262.lb = 5569 lb 2940 lb 7094 lb —1 18 ft 1, �_ .o cD o rn 20 ft is 4 4 lb II GREEN M O U N Th I N PROJECT: Riverside - Plan 2353 11/19/2018 CM %If structural engineering DATE: BY: 18491 L-11 JOB NO: 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 L 5 Overturning Mot := P•8•ft.23 Mot = 2542.61 Ib•ft Moment (5.ft)2 Resisting Mr := 0.6•(15•psf•14•ft+10.psf•8•ft)• 2 +0.6.600•Ib•5•ft Moment Mr = 3975lb.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= 232.04plf S 6 Overturning Mat := P•9•ft•— Mot= 12530.25 lb•ft Moment 24 Resisting Mr := 0.6 (15 psf•14•ft+10•psf•19•ft)• 2 +0.6.800•1b•6•ft Moment Mr = 7200 1b•ft Mat—Mr Hol down = 888.38 lb Force 6 ft GREEN M O U N T h I N PROJECT: Riverside - Plan 2353%V 11019/2018 CM structural engineering DATE BY. L-12 JOB NO: 1$491 SHEET: LATERAL Right Elevation Exterior Walls Second Level Wind Force P := 1462•Ib P = 1462 lb Length of wall L := 17•ft+4•ft+3•ft+7•ft L = 31 ft P Shear v :_ — v= 47.16 plf A L 4 Overturning Mot := P•8•ft•31 Mot= 1509.16 lb•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 = 2832 l b•ft Mot—Mr Hol down = —330.71 lb Force 4 ft Main Level Wind Force P := 3262•Ib P = 3262 lb Length of wall L := 10•ft+4•ft+6•ft+5•ft L = 25ft P Shear v:= — v= 130.48 plf 6 L 4 Overturning Mot := P•9•fit.25 Mot = 4697.28 lb•ft 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 = 3840 Ib•ft Mot—Mr Hol down = 214.32 lb 4 ft Force , GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: gy; 18491 L-13 JOB NO: 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= 187.94 plf B L 3 Overturning Ma := P.8.ft-- Ma = 4510.59 lb.ft Moment (3ft)2 Resisting Mr := 0.6.(15.psf•2•ft+10•psf•8.ft)• 2 +0.6.600•lb•3•ft Moment Mr= 1377lb•ft M°t—Mr Hol down = 104453 Ib Force 3 ftMSTC40/MST4853 Main Level Wind Force P := 4935•lb P = 4935 lb Length ofwall L := 3•ft.2+3.ft•2 L = 12 ft P Shear Wind v:= L v= 411.25 plf D 3 Overturning Ma := P•9•ft* 12 Ma = 11103.75 Ib•ft Moment It- ,rrrwmom. Illeassideienumeteite la Resisting Mr := 0.6•(15•psf•2•ft+10.psf•20.ft)• k u.'"2 1 +0.6.800•lb•3•ft Moment M°t—Mr M = 2061 lb.ft Hol down = 3014.25 lb — Force 3 ft HITS GREEN M O U N T VI I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: JOB NO: 18491 SHEET: L-14 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 = 12ft P Shear Wind v:= — v= 591.17 plf E Overturning Mot := 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 Mot—Mr Mr = 19008 Ib•ft Holdown = 3736.5 lb Force 12-ft HITS At side of Garage Wind Force P := 2307.1b P = 2307 lb Length of wall L := 18•ft L = 18ft P Shear Wind v:= — v= 128.17 plf B Overturning Mat := P•9•ft Mot= 20763 lb-ft Moment (18ft)2 Resisting Mr := O.6•(15•psf•2•ft+10.psf•9•ft)• 2 +0.6.800•Ib•18•ft Moment Mat—Mr Mr = 20304lb•ft Holdown = 25.5 lb Force 18-ft ft GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 111111, 11/19/2018 structural engineering DATE: BY: CM JOB NO: 1$491 SHEET: F-1 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF A riromi im I 7 1 1 li' , 11 rI a 1 - J ze 11 i o I, I I, co 1 � 1 L, — iii ; `1 -- , 11 I' ii ;1 II t.._.., ,_---r._ - 1__.irr-._csc 1 HI II EL,-Er-rg " -.�".r. i I 1 ' -- --_- -j.._-+- .1--..-{ N GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 IIINIF structural engineering DATE: 11/19/2018 BY: CM JOB NO: 1$491 SHEET: -2 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF B I1 iU 41 ! I 1 I H I ILP r /II CO CO 11 1 1 I i y II...HI I I III .r� ie I {. PI GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 . .,.� �m 11/19/2018 .... structural engineering DATE: BY: CM JOB NO: 1$491 F-3 SHEET: FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF C — — --------}-------- -- I i - II il , ISI i `m j , it H / �J ," o/ 0 L__J II Il r 1 1 -77-- i r«-T-- l A — •b _ . Ail � I I � I ' ] A GREEN M O O N TI1 IN N PROJECT: Riverside - Plan 2353 W 11/19/2018 structural engineering DATE: BY: CM JOB NO: 18491 F-4 SHEET: FRAMING TRACK ROOF LOADS .I- _ J I i /( I ' il L_ ce = � i II IIAli ( 1 I' 0 1 , OL 1 r . AMSEM I; i-j, I''', -ter..__=_a- U -. - 1 1 1 N GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 w 11/19/2018 structural engineering DATE: BY: CM JOB NO: 1$491 SHEET: F-5 FRAMING 2ND FLOOR LOADS Wd = 1Opsf WI = 40psf P5 7-5 1 NN1 ,.. V r —!, ';J II I I..-.-.aii ( U I -1 ;I f ,0 i 1 I rte„ - I,—_II © 50 65 5 1 [--- 0 1 riPr III 6`/-1 ) © 1Pg GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: BY: JOB NO: 18491 SHEET: F-6 FRAMING 160pIf ROOF 3.5 x 12 GL V V V 0 16' 1353 1353 425p1f FLOOR 3.5 x 12 GL V v V V v� 14.5' 3147 3147 250pIf FLOOR 3.5 x 12 GL Q V V V +100pIf WALL 13.5' 2424 2424 2424 ©10' 4 MM.= 640p1f ROOF 3.5 x 12 GL +100pIf WALL 12' 4898 6515 4898 ©5' imilimom450p1f FLOOR 5.5 x 18 GL 18' 7781 5603 ei I ' y GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: BY: JOB NO: 1$491 SHEET: F-7 FRAMING 6 515 ©4' 6 nimillong 160pIf ROOF 5.5 x 13.5 GL 16' 6295 3038 P,oje,t: StruCalc 9.0 page 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 L/1181 Dead Load 0.11 in Total Load 0.27 IN L/699 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:L/180 REACTIONS A B 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 •B 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--i-'= 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: Rea'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 P.rojet: . 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 L/529 Dead Load 0.15 in Total Load 0.48 IN L/366 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 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 _AL 14.5ft 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: Fbcmpr= 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.--to Grain: Fc- = 650 psi Fc- = 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: Read 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 Psojerr StruCalc 9.0 page Location:3 17 4� Multi-Loaded Multi-Span Beam • *� of [2015 International Building Code(2015 NDS)] 14 .--71;" 3.5 IN x 12.0 IN x 13.5 FT 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 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L1787 Dead Load 0.09 in Total Load 0.30 IN L/548 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 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 B 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: Fbcmpr= 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- = 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 or [2015 International Building Code(2015 NDS)] 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:L/180 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 Q - 12n 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: Load Number One Fbcmpr= 1850 psi Fb'= 2760 psi Live Load 1424 lb Cd_=1.15 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.i-to Grain: Fc-l= 650 psi Fc- = 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 Projec. , StruCalc 9.0 page Location:5 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 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 L/879 Dead Load 0.15 in Total Load 0.39 IN L/551 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 4867 lb 3533 lb Dead Load 2914 lb 2070 lb 1 Total Load 7781 lb 5603 lb Bearing Length 2.18 in 1.57 in BEAM DATA Center Span Length 18 ft � =ID Unbraced Length-Top 0 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 Location 5 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.--to Grain: Fc---= 650 psi Fc-1'= 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: Rea'd 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 Paojeet ► StruCalc 9.0 page Location:6 1- r Multi-Loaded Multi-Span Beam z� or [2015 International Building Code(2015 NDS)] y" 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 L/590 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 i Unbraced Length-Top 0 ft — 18 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 24F-V4-Visually Graded Western Species Total Uniform Load 176p If Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number Shia Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 5000 lb Cd=1.15 Dead Load 1515 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Location 4 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-I-to Grain: Fc- I = 650 psi Fc-1'= 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 J „ r GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 111101P structural structural engineering DATE: BY: CM JOB NO: 1$491 SHEET: F-14 FRAMING FOUNDATION LOADS 1,71) if) ----- —----------- II , I _._ I J i JLC •I U I l I ( I I III I, I I I II ��. N. , E.- 24X24X12'�' I 1 1 !iif lit I Via— ..I .iII j II I I_ i1 ' 28X28X12113 II IIIIITI4 I �, 14 ! I i, IIH 1 .H 411111 .,1 i4 II 1 ,„ , 28X28X12 ' II r A r GREEN M O U N Tn I N PROJECT: Riverside - Plan 2353 11019/2018 CM w structural engineering DATE: BY: JOB NO: 18491 SHEET: F-15 FRAMING Foundation Design Soil Bearing Pressure SBP:= 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 IFAKIIII in. Individual Footings: 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 =188401b 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 fall =8166.7 lb 30'x30" A:= 30•in•30•in Pall = 1500•psf•A Pall =93751b 32"x32' A:= 32•in•32•in Pall := 1500.psf•A Pall =10666.71b 36"x36" A:= 36•in•36•in Pall := 1500•psf•A Pall =135001b 42"x42" A:= 42.111.42.1n Paii := 1500•psf•A Pall =18375 lb 48'548" A:= 48•in 48-in Pall := 1500-psf•A fall =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 A