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\L‘(‘'-) Su.) RECEIVED GREEN MOUNTRIN DEC 20 2018 IWIOP structural engineering CITY OF IGARO BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2353 Elderberry Ridge, Lot 22 Tigard, Oregon Contractor: Riverside Homes P R O fids w a� �sPE 9 y cr r OREGON cblov. 2, 46VA .l !EXPIRES 1'z. 31 -2O?•0 Project Number: 18491 December 12, 2018 Index Structural Information Lateral Analysis L-1 thru L-14 Framing Analysis F-1 thru F-15 i Y GREEN MOUNTAIN 11110 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=l.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- L.fe@vieenmountainse.com- • , . - =, • • •• GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018 CM OP 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 1.2.5 ,, SEISMIC BASE SHEAR V := W (EQ.12.14-11 with F=1.2) R Ss mapped spectral acceleration for Ss := 1.00 short periods(Sec.11.4.1) from USGS web site SS mapped spectral acceleration for Si := 0.34 1 second period (Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1.1 Based on Soil Fv Site coefficient(Table 11.4-2) Fv:= 1.8 Site Class D SMS := Fa•Ss SMS = 1.1 (Eq.11.4-1) SKI := Fv•SI 5M1 = 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 SDI := 3 SMI SD1 = 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 Spg R := 6.5 Table 9.5.2.2 V:_ •W R 1.2.0.73 V := •W V := 0.135•W 6.5 12.4 Seismic Load Combinations 411•11.- E fr +i=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 M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: ..n.. BY: _. •,._.. L-2 JOB NO: 18491 SHEET: LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL 11 — 7.4 psf psf 11111 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 Wwal I Base Shear Aroof := 50•ft•30-ft Aroof = 1500 ft2 sii Afloor := 50•ft•39•ft Afloor = 1950 ft2 Wwalls 4.50•ft•20•ft Wwalls = 4000 ft2 SEISMIC :_ (Aroof•15•psf+Afloor'15.psf+Wwails'10•psf)•0.123 SEISMIC = 11285.25 lb WIND GOVERNS DESIGN A GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE _ . BY: L-3 JOB NO: 1$491 SHEET: LATERAL WINE)DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE 2 VELOCITY PRESSURE := -1 qZ .00256•KZ•Krt•Kd V •I (Eq 6 5) EXPOSURE WIND SPEED(3 second gust) Vas := 126 mph IMPORTANCE FACTOR I :=1.0 TOPOGRAPHICAL FACTOR Krt := 1.0 WIND DIRECTIONAL FACTOR Kd := 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ := 0.57 qZ := .00256•KZ•Kzt•Kd•V3s2'I qZ = 19.69 (varies/height) 15'-20' KZ := 0.62 qZ := .00256•KZ•Kn•Kd•V3s2•I qz = 21.42 20' 25' KZ := 0.66 qZ := .00256•KZ•Krt•Kd•V3s2.I qZ = 22.8 25' 30' KZ := 0.70 qZ := .00256•KZ•Krt•Kd•V3s2•I qZ = 24.18 ri . GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 Ile 11/19/2018 CM structural engineering DATE: BY: L 4 _w.__ .. JOB NO: 18491 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 P,, := 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 PH, := 13.49•psf•0.85.0.8 PH, = 9.17 psf LEEWARD PL := 13.49•psf 0.85.05 Pt_ = 5.73 psf 20'-25' WINDWARD PH, := 14.36•psf•0.85.0.8 I', = 9.76 psf LEEWARD PL := 14.36•psf-0.85.0.5 PL = 6.1 psf AT ROOF 0'-15' WINDWARD PH, := 12.4•psf 0.85.0.3 PH, = 3.16 psf LEEWARD PL := 12.4•psf 0.85.0.6 PL = 6.32 psf 1B-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 1 20'-25' WINDWARD P,, := 14.36•psf•0.85.0.3 P, = 3.66 psf LEEWARD PL := 14.36•psf 0.85.0.6 PL = 7.32 psf 26-30' WINDWARD PW := 15.23•psf 0.85.0.3 P,, = 3.88 psf LEEWARD PL := 15.23•psf•0.85.0.6 Pi. = 7.77 psf A GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 11/19/2018 CM w 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-o. psf psf 8 := 35 111‘ 17C1p--0.6 Mean Roof Height 8ft 9.17 psf 6.1 18+25 psf2 = 21.5 9ft 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 ii GREEN M O U N T n I N PROJECT: Riverside - Nan 2353 structural engineering DATE: 11/19/2018 BY: CM JOB NO: 1$491 SHEET: L-6 LATERAL Y WIND ON ROOF 77 1750 illimm t . II , 11 it �, L 1 in W I 1 t I i dim ,, L-- 1 1509 —1 GREEN M O U N T II I N PROJECT: Riverside - Plan 2353 V' 11/19/2018 structural engineering DATE: BY: CM JOB NO: 18491 SHEET: L-7 LATERAL WIND ON UPPER LEVEL N N in v 59 v . . . __ 1750 319 5 -� -- � � > H \1------- :;,, r ,\ 1 I ,. .11F`_ --/i 11 J I �1r 1 I 1 1 s 1 l N Ii J 1 nN in 0 , , 1 , 1 i Oa ,, __,,, .,....,.1, ,„____,„ :,_______,„, ._,, ! 11„ ,---7- -.-.-.- �� II, 1 -- - . .. [4,J. In ti V kr u 1 1I II1 I 1 1 =� I� (1509 2954 > GREEN M O U N T IA I N PROJECT: Riverside - Plan 2353 . - IOW, 11/19/2018 structural engineering DATE: BY: CM JOB NO: 18491 L-8 SHEET: LATERAL WIND ON MAIN LEVEL N N CO O v 120 v 493 - < 3195 5 i - I � ( it , X11CC I of „ AII I �. A N N O O ,.a---J I O N N N.' .- 1 ! I ',� IQ2o � � i , _ I I , 1 ; d <2954 4154> CIJ PI GREEN M O U N TIA I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: JOB NO: 1$491 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl Pdl Wdl 4, P := wind V:= seismic h 11 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 := P.h L2 Resisting Moment: Mr := 0.6.�Wdl+Wwaii)• ( 2 +0.6•Pdl•L Mot—Mr Hol down Force R L • II GREEN MOUNTAIN PROJECT: Riverside - Plan 2353 nw 11/19/2018 CM w structural engineering °ATE: BY. L-10 18491 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•S'ft• Mot = 5305.14 lb-ft Moment 12.25 (2.75.ft)2 Resisting Mr := psf•2•ft+1O.psf•8•ft)• 2 +O.6.6OO•Ib•2.75•ft Moment Mr = 123956 Ib•ft Mat–Mr Hol down = 1478.39 lb MSTC4O/MSTC48133 Force 2.75•ft Main Level -3 Sided Diaphragm 20•ft 4615•lb 4154•lb+2940•lb = 7094 Ib 4154•lb• = 4615.56 lb = 2307.5 lb 18 ft 2 23O7•Ib+3262•Ib = 5569 lb 2940 lb 7094 lb 18 ft 1 s8 [ 2Oft 4154 lb A GREEN M O U N T n I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: L-11 JOB NO: 18491 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 = 23 ft P Shear v:_ — v= 63.57 plf A L 5 Overturning Mat := P•8•ft•23 Mot = 2542.61 Ib•ft Moment Resisting Mr := 0.6•(15•psf•14•ft+10.psf•8•ft)• (5 ft)22 +0.6.600•Ib•5•ft Moment Mr = 3975lb.ft Mat—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= 232.04 plf B 6 Overturning Mat := P•9•ft•24 Mat = 12530.25 lb.ft Moment (6•ft)2 Resisting Mr := 0.6•(15•psf•14•ft+10•psf•19•ft)• 2 +0.6.800•Ib•6•ft Moment Mr = 7200 Ib•ft Mat—Mr Hol down = 888.38 lb 6 ft Force A GREEN M O U N T/1 I N PROJECT: Riverside - Plan 2353 11/19/2018 CM w structural engineering DATE: BY: L-12 JOB NO: X8491 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 = 31ft P Shear v:= — v= 47.16 plf A L 4 Overturning Mot := P•8•ft31 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 lb.ft MotMr 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+6ft+5•ft L = 25ft P Shear v:= — v= 130.48 plf 13 4 Overturning Mot := P•9•ft'25 Mot= 4697.28lb.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 = 3840lb•ft Mot—Mr Hol down = 214.32 lb Force 4•ft A GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural en ineerin DATE: BY: 9 9 JOB NO: 18491 SHEET: L-13 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 = 17 ft P Shear v := — v= 187.94 plf B L 3 Overturning Mot := P•8•ft• 1—7 Mot = 451059 lb-ft Moment (3.ft)2 Resisting M. := 0.6•(15.psf•2•ft+10.psf•8.ft)• 2 +0.6.600•lb.3•ft Moment Mr = 1377 lb-ft Mot— Mr Holdown = 1044.53 lb MSTC40/MST4853 Force 3 ft Main Level Wind Force P := 4935•lb P = 49351b Length of wall L = 3•ft.2+3•ft•2 L = 12 ft P Shear Wind v:= L v= 411.25 plf D 3 Overturning Mot := P•9•ft.12 Mot= 11103.75 Ib•ft Moment Resisting Mr := 0.6•(15•psf•2•ft+10•psf•20•ft)• (3 ft)22 + 0.6.800 Ib 3•ft Moment Mot–Mr Mr = 2061 lb•ft Holdown = 3014.25 lb Force 3 ft HITS GREEN M O U N T VI I N PROJECT: Riverside - Plan 2353 11/19/2018 CM structural engineering DATE: BY: L-14 JOB NO: 1$491 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 = 12ft P Shear Wind v:= — v= 591.17 plf E Overturning Mot := P•9•ft Mot = 63846 Ib•ft Moment (12ft)2 Resisting Mr := 0.6•(10•psf•15•ft+10•psf•9•ft)• 2 +0.6.1200•Ib•12•ft Moment Mot Mr Mr = 19008lb•ft Hol down = 3736.5 lb Force 12•ft 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 := O.6•(15•psf•2•ft+10.psf•9•ft)• 2 +0.6.800•Ib•18•ft Moment Mot—Mr Mr= 20304Ib•ft Hol down = 25.5 lb Force 18 ft A GREEN M O O N TIA I N PROJECT: verside- Plan 2353 112018 /19/ CM 11101Pstructuralengineering DATE: BY: JOB NO: 18491 SHEET: F-1 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF A —------ a/ --a/ d. o / GREEN M O U N T n I 1 1 PROJECT: Riverside - Plan 2353 w 11/19/2018 structural engineering DATE: BY: CM JOB NO: 1$491 F-2 SHEET: FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF B ,r_ _J-- II G ILS 1 II I II Il is 1 1 / L � / r- /co 1 i i 4F-- - in , 11 a 416 41i 1111 — %&J , U 1 � iX GREEN M O O N Tn I N PROJECT: Riverside- Plan 2353 11111, structural engineering 11/19/2018 CM °ATE: BY: JOB NO: 18491 SHEET: F-3 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF C a/ 0 CD 7 C R E E N M O U H TSI I M PROJECT: Riverside Plan 2353 Ile structural engineering DATE: 11/19/2018 BY: CM JOB N0: i8491 SHEET: F-4 FRAMING TRACK ROOF LOADS fl II GREEN M O U N TIF1 I N PROJECT iuverside - Plan 2353 410 structural engineering DATE: 11/19/2018 BY: CM JOB N0: 18491 SHEET: F-5 FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf 0 .,a\ 1g101) 0 • , GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 11019/2018 CM W structural engineering DATE: BY: JOB NO: 18491 SHEET: F-6 FRAMING O160plf ROOF 3.5 x 12 GL V V V V V U 0 16' 1353 1353 © 425p1f FLOOR 3.5 x 12 GL 0 V V v VD 14.5' 3147 3147 © 250p1f FLOOR 3.5 x 12 GL /��( V V V X +100p1f WALL 13.5' 2424 2424 2424 ©10' 4 mmums. 640p1f ROOF 3.5 x 12 GL +100pIf WALL 12' 4898 6515 4898 @5' 411 450pIf FLOOR 5.5 x 18 GL V V V 18' 7781 5603 — — Riverside - Plan PROJECT:• 2353 GREEN MOUNT�IINn...�. v»...... . .. 11/19/2018 CM 4111, structural engineering DATE: BY: JOB NO: 1$491 SHEET: F-7 FRAMING 6515 ©4' 6 mnimmi 160pIfROOF 5.5 x 13.5 GL 16' 6295 3038 Prcect,,' 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: L/240 Total Load Deflection Criteria: L/180 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 g Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.17 NotchDepth 0.001Uniform Live Load 100 plf 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.a-toGrain: Fc-1= 650 psi Fc-1-'= 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: Raced 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 Prg?ect;. -® StruCalc 9.0 page Location:2 �; 4 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: L/240 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 A 14.5 ft 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 to Grain: Fc-1= 650 psi Fc-1'= 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 Prgjecti , StruCalc 9.0 page Location:3 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] of 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 L/787 Dead Load 0.09 in Total Load 0.30 IN L1548 Live Load Deflection Criteria: 0240 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 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.L to Grain: Fc-1= 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 Proec`�+ StruCalc 9.0 page Location:4 .FT Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] fy, ' .. 3.5 INx12.0INx12.0FT 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 ins. BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft 12n Unbraced Length-Bottom 12 ft ttt333 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 Cd7=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- = 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 Project.) . 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-1 2 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: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 4867 lb 3533 lb 1 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 0 ft Ate- tan 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.-I-to Grain: Fc- = 650 psi Fc--i-'= 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: Req'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 Projeck StruCalc 9.0 page Location:6 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 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 Unbraced Length-Top 0 ft 16 tt - - B 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 176 plf Base Values Adjusted d POINT LOADSNumber One SPAN Bending Stress: Fb= 2400 psi Controlled by: 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.-1-to Grain: Fc-1= 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 GREEN MOUNTRIN PROJECT: Riverside - Plan 2353 structural engineering 11/19/2018 DATE: BY: CM ftiP JOB NO18491 F-14 : FRAMING SHEET: FOUNDATION LOADS bi) 1 si\-X *--1 ______ II_ •;-.5 FT TT 77 rn romans.= ' ! 1 I 11 11 . ' 1 4111 411 1 1 ' -5' 1` 11 1.-1 7.7 IETII 71.-11 7.--1 1—I 24X24X12 ' ' I I I ' ' ' ' 1 110' i 1 1_1 _ 1_.1 IIIA i ile il i LJ LJ LJ L_I 1, 428X28X12 : lefr 1 1 il 28X28X12 1 I 1 1 ' 1 -5°' liwaumor -• L-4 1111 - c GREEN M O U N T h I N PROJECT: Riverside - Plan 2353 DATE: 11019/2018 BY: CM Ike structural engineering 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=4.4ft2 I Allowed Load SBP•A= 6562.5 lb IFFAMIll in. Individual Footings: Prill 3 ze 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 =18840 lb 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 =13500lb 42"x42" A:= 42•in•42•In Pall := 1500•psf•A Pall =18375lb 48"x48" A:= 48•in•48•in Pall 1500•psf•A Pall = 24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X 12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches =2000 plf