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k\tS-va-o\q- C0005 Sv3 \--\c‘c\seA RECEIVED GREEN MOUNTAIN DEC 2 0 2018 structural engineering CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2172 Elderberry Ridge, Lot 24 Tigard, Oregon Contractor: Riverside Homes 0,t) P R(Zees G N 0 "." 49 78PE ,' Lid OREGON C*1NO 0 C)ilifiVA 1 MUt6(<1 EX MILS N Project Number: 18408 December 12, 2018 Index Structural Information Lateral Analysis L-1 thru L-15 Framing Analysis F-1 thru F-13 II greenmountainse corn- info@greenmountainse com - 4857 NW Lake Rd..Suite 260.Camas,WA 98607 GREEN MOUNTRIN IOW 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 S 1=0.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D -or 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 1111 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 2172 111 9/10/2018 CM structural engineering DATE: BY:0 JOB NO: 18408 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 16175 Simplified analysis procedure for seismic design of buildings 1.2SDs SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R Ss mapped spectral acceleration for SS:= 1.00 short periods(Se c.11.4.1) from USGS web site Ss mapped spectral acceleration for := 0.34 1 second period (Se c.11.4.1) Fa Site coefficient(Table 11.4-1) Fa'— 1.1 Based on Soil F„ Site coefficient(Table 11.4-2) F�:= 18 Site Class D SMS:= Fa-Ss SMS=1.1 (Eq.11.4-1) SMi := F„•Si 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 SDI := 3•SMS SDI = 0.41 > 0.20g D per Table 11.6-1 12 SDS WOOD SHEAR PANELS R:= 6.5 Table 9.5.2.2 V:_ 1.2.0.73 V:- 6.5 12.4 Seismic Load Combinations _ 1. (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 II GREEN M O O N TI1 I N PROJECT: Riverside - Plan 2172 DATE: 9/10/2018 BY: CM UP structural engineering JOB NO: 18408 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AE� 7.4 psf psf Wind base Shear Length L:= 46•ft Height Ht:= 26 ft WIND:= L•Ht•(11•psf + 7.4 psf) SEISMIC WIND=22006.4 lb Fr , , W roof P2 . — Wfloor — Seismic Wwa I I ease Shear Aroof := 46•ft•30•ft _ Aroof =1380ft2 Afloor 46•ft•30 ft Afloor =1380ft2 Wwalls 4.46•ft•20•ft Wwaits=3680ft2 SEISMIC:= (Ar •15•psf+ Afloor•15•psf+ Wwalls•10•psf)•0.123 SEISMIC=9618.6 lb WIND GOVERNS DESIGN GREEN M O U N T h I N PROJECT: Riverside - Plan 2172 2018 w structural engineering DATE: 9 10 BY: CM JOB NO: 18408 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 KZt := 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•KZt•Kd•V3s z1 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 q = 24.18 GREEN MOUNTAIN PROJECT: Riverside - Plan 2172 9/10/2018 CM w structural engineering DATE: BY: JOB NO: 18408 SHEET: L-4 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 CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.31 0-15' WINDWARD PW:= 12.4.psf•0.85.0.8 P,v=8.43 psf LEEWARD PL:= 12.4•psf-0.85.0.5 PL=5.27 psf 15'-20' WINDWARD PW:= 13.49.psf•0.85•0.8 P,= 9.17 psf LEEWARD PL:= 13.49.psf•0.85.0.5 PL =5.73 psf 20-25' WINDWARD P�,:= 14.36.psf•0.85.0.8 P,,,=9.76 psf LEEWARD Pi_:= 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 15'-20' WINDWARD P„,:= 13.49•psf•0.85.0.3 PN,=3.44 psf LEEWARD PL:= 13.49•psf•0.85•0.6 PL=6.88 psf 20-25' WINDWARD PN,:= 14.36.psf•0.85.0.3 P„,=3.66 psf LEEWARD PL:= 14.36.psf•0.85.0.6 PL =7.32 psf 25'-30' WINDWARD PN,:= 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 MOUNTAIN PROJECT: Riverside - Plan 2172 2018 w structural engineering DATE: 9/10/ BY: CM JOB NO: 18408 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE 111 -P. Assume 6.88 Cp-o.3 psf psf 9 := 35 //11--0 6 3 f Mean Roof Height aft 9.17 6.psf P f 118 2 26 _22 \"rte" Loads at Roof roof- max Windward 3.66 psf 8•ft=29.28 plf Leeward 7.32.psf•8•ft=58.56pIf Wall loads at upper level at main level Windward 9.17psf•4.ft=36.68plf 8.43.psf•8.5•ft=71.66 p If Leeward 5.73.psf•4•ft=22.92 plf 5.73•psf•8.5 ft=48.71plf GREEN M O U N T h I N PROJECT: Riverside - Plan 2172 structural engineering DATE: 9/10/2018 BY: CM JOB NO: 18408 L-6 SHEET: LATERAL WIND ON ROOF 88 1892 11 ; I n 0 0 CO CO 1892 GREEN M O U N T n I N PROJECT: Riverside - Plan 2172 lie structural engineering DATE: 9/10/2018 BY: CM JOB NO: 1$408 SHEET: L-7 LATERAL WIND ON UPPER LEVEL 0 0 CO CD CO CD v 60 3272 ----- 1892 < 11 ' I I O ii' _i ___ _�I o cfl L 1,1 1 1(^D r 11 1 1 a- If ri 11 11 11 1 IME co see I 1111111111•1111 _--.1_r -1 p L 1892 3272 > 11 GREEN M O U N T R I N PROJECT: Riverside - Plan 2172 9/10/2018 CM IOW structural engineering DATE: BY: JOB NO: 1$40$ SHEET: L-8 LATERAL WIND ON MAIN LEVEL 0 0 C CO in in 120 4772 — > 3272 A < 9i 4-, 4, L !1 h 1....--.— I I O O ►�CO \ d j s itr.5)) 1 /� ; In O N 2760 s -- - :, 3272 4472 GREEN M O U N T hI I N PROJECT: Riverside - Plan 2172 DATE: 9/10/2018 BY: CM Ur structural engineering JOB NO: 1$40$ SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl Pdl I Wdl �' — p 00 P:= wind V:= seismic h R=Hal down V 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•Pdi•L Mot– Mr Holdown Force R:= L GREEN M O U N TIVI N PROJECT: Riverside - Plan 2172 9/10/2018 CM hr structural engineering DATE: BY: JOB NO: 18408 SHEET: L-10 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 3272•Ib P=3272Ib Length of wall L:= 4.5•ft+ 4.5•ft L= 9ft P Shear v:= — v=363.56p1f D 4.5 Overturning Mot:= P•8•ft• 9 Mot =13088 lb ft Moment (4.5•ft)2 Resisting := 0.6 (15 psf 2 ft+ 10 psf 8 ft) + 0.6.600 lb 4.5•ft Moment 2 Mr= 2288.25 lb ft. li Mot — Mr Holdown =2399.94 lb MSTC40/MSTC48B3 Force 4.5•ft Main Level -3 Sided Diaphragm 20-ft 4472 lb 4472 lb + 2760 lb =72321 b 4472•lb =4472 lb = 2236 lb 20•ft 2 3360 lb+ 2236 lb =5596 Ib 2760 lb 7232 lb 20 ft a �p 20 ft ti 4472 lb GREEN MOUNTAIN PROJECT: Riverside - Plan 2172 %V 9/10/2018 CM structural engineering DATE: BY: JOB NO: 184o8 SHEET: L-1 I LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 1560.1b P=15601b Length of wall L:= 7•ft+ 4•ft+ 5•ft+ 10•ft L=26ft P Shear v:= — v=60plf A L 4 Overturning Mot := P•8•ft•26 Mot =1920 lb-ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•15•ft+ 10•psf•8•ft)• 2 + 0.6.600•Ib•4•ft Moment Mr=2904 lb-ft Mot — Mr Holdown =—246 lb Force 4 ft Main Level Wind Force P:= 5596.1b P=55961b Length of wall L:= 12•ft+ 21•ft L=33ft P Shear v:= — v=169.58plf B L 12 Overturning Mot := P•9•ft•— Mot =18314.18 lb•ft Moment 33 (12ftr2 Resisting Mr:= 0.6•(15•psf-15.ft+ 10•psf.19-ft)• 2 + 0.6 800 Ib•12 ft Moment Mr=23688 lb•ft Mot — Mr Holdown =—447.82 Ib Force 12 ft GREEN M O U N T II I N PROJECT: Riverside - Plan 2172 9/10/2018 CM W structural engineering DATE: BY: JOB NO: 18408 SHEET: L-12 LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 1560•lb P=15601b Length of wall L:= 6•ft+ 5•ft+ 7•ft L=18ft P Shear v:= — v=86.67pIf A 5 Overturning Mot := P'5' 18 Mot=3466.671b•ft Moment (5•ft) 2 Resisting Mr:= 0.6•(15 psf•15•ft+ 10•psf•8.ft) 2 + 0.6-600•Ib•5•ft Moment Mr=4087.5 lb-ft Mot — Mr Holdown =—124.17 lb Force 5•ft Main Level Wind Force P:= 3360•lb P=3360 Ib Length of wall L:= 23•ft L=23ft P Shear v:= — v=146.09plf 5 Overturning Mot:= P 9'ft Mot =30240lb•ft Moment ( ft) 23 2 Resisting Mr:= 0.6•(15 psf•15 ft+ 10•psf•19•ft)• 2 + 0.6.800•Ib•23•ft Moment Mr=76900.5lboft Mot — Mr Holdown =—2028.72 lb Force 23•ft GREEN M O U N T II I N PROJECT: Riverside - Plan 2172 IOW 9/10/2018 CM structural engineering DATE: BY: JOB NO: 18408 SHEET: L-13 LATERAL Rear Elevation Exterior Walls Second Level Wind Force P:= 3272•lb P=3272 lb Length of wall L:= 13•ft+ 5•ft L=18ft P Shear v:= — v=181.78plf B L 5 Overturning Mot:= P•8•ft•18 Mot = 7271.11 lb•ft Moment Resisting Mr:= 0.6•(15•psf•6•ft+ 10•psf•8•ft)•(5•ft)2 2 + 0.6.600•Ib•5•ft Moment Mr= 3075 lb ft Mot— Mr Holdown =839.22 lb Force 5 ft Main Level Wind Force P:= 4772.1b P=47721b Length of wall L:= 3.5•ft+ 6•ft+ 3•ft L=12.5ft P Shear Wind v:= — v= 381.76p1f D 3 Overturning Mot := P•9•ft•— Mot =10307.52 lb-ft Moment 12.5 Resisting Mr:= 0.6•(15•psf•5•ft+ 10•psf•20•ft) (3ft)22 + 0.6.800•Ib•3•ft Moment Mot — Mr Mr.= 2182.5 Ib•ft Holdown =2708.34 lb Force 3 ft HTT4 GREEN M O U N T n I N PROJECT: Riverside - Plan 2172 9/10/2018 CM OP structural engineering DATE: BY: JOB NO: 18408 SHEET: L-14 LATERAL Interior Shear Walls at Garage At Back of Garage Wind Force P:= 7232.1b P=72321b Length of wall L:= 3•ft+ 12•ft L=15ft P Shear Wind v:= — v=482.13pIf D 3 Overturning Ma:= P•9•ft•15 Mot =13017.6lb•ft Moment Resisting Mr:= 0.6•(10•psf•15•ft+ 10•psf•9•ft)•(3'ft)2 2 + 0.6.1200.1b•3•ft Moment Mot— Mr Mr-28081b•ft Holdown =3403.2 lb Force 3 ft HTT4 At side of Garage Wind Force P:= 2263-lb P= 2263 Ib Length of wall L:= 18•ft L=18ft P Shear Wind v:= — v=125.72pIf A L i Overturning M =20367lb•ft �:= P•9 ft M of Moment (18•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•9•ft)• 2 + 0.6-800.11318-ft Moment Ma — Mr Mr=20304 Ib-ft Holdown =3.51b Force 18•ft GREEN M O U N T h I N PROJECT: Riverside - Plan 2172 9/10/2018 CM 1 structural engineering DATE: BY: JOB NO: 18408 SHEET: L-15 LATERAL WIND ON PORCH ROOF 140 MPH,EXP13 w:= 6•ft•(4.43•psf + 8.86.psf) w=79.7 plf D > / 11 [1 Sim at Shed Roof II II / II w II H it L IIT 7-11-1" II I) Kv I Ill NII / 1 DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 8.ft D:= 10•ft w•L2 M:= -2 M=2551.68 lb ft support truss on ledger with Simpson ML24Z M (6)SDS 1/4 x11/2 screws C:= L T := C C=318.96 lb 6 x121 lbs=726 lb in combined withdraw w•L Nail top and bottom chord of first truss to wall with v:= — v=63.79pIf ^v (2)16d nails at 16"o.c.(web to studs) GREEN M O U N T V1 I N PROJECT: Riverside - Plan 2172 9/10/2018 CM 10, structural engineering DATE: BY: JOB NO: 1$40$ SHEET: F-1 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF A Q/ (0 gafr Pe7,6-5 1)(1< II GREEN M O O N Th I N PROJECT: Riverside - Plan 2172 lie structural engineering DATE: 9/10/2018 BY: CM JOB NO: 18408 SHEET: F-2 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF B+C ii w a ' 0 cNiti t' 7 7 6 2 if GREEN M O U N T h I N PROJECT: Riverside - Plan 2172 IOW structural engineering DATE: 9/10/2018 BY: CM JOB NO: 18408 SHEET: F-3 FRAMING TRACK ROOF LOADS I / V01 II I III $ 7m71 0 -_� A . GREEN M O U N T IA I N PROJECT: Riverside - Plan 2172 w9/10/2018 structural engineering DATE: BY: CM JOB NO: 18408 F-4 SHEET: FRAMING 2ND FLOOR LOADS Wd = 1Opsf WI = 40psf 0 1 [ 2 3I O a JOISTS • _ 1 I I I 1 I 1i , JI � 1 t 11 I L 6 ,\-: „ v) 7....,...%.:::. GREEN M O U N TSI I N PROJECT: Riverside - Plan 2172 2018 � structural engineering DATE: 9 10 BY: CM11011 JOB NO: 1$40$ SHEET: F-5 FRAMING O240p1f ROOF 4x12 V V V v [� 8' 993 993 © 640pIf ROOF 325p1f FLOOR 4x10 V V V X +100pIf WALL /� 5' 2680 2680 © 750p1f FLOOR 5.5 x 13.5 GL V V V V / 15' 5746 5746 1324 @9' 4ENE540pROOF +100pI f WALL 3.5 x 12 GL • 12' � 1' 622 3404 622 @5' © 5.5 x 16.5 GL 111111.11MIMI 500p1f FLOOR 19' 5395 5101 Pk • GREEN M O U N T h I N PROJECT: Riverside - Plan 2172 11 9/10/2018 CM 4111, structural engineering DATE: BY: JOB NO: 18408 SHEET: F-6 FRAMING 3404 ©3' 6 325p1f FLOOR 5.5 x 13.5 GL 16' 4611 3276 O100pif ROOF 3.5 x 12 GL V V V Q +100pif WALL 10' 1046 1046 II Prgwect: StruCalc 9.0 page — Location: 1 Multi-Loaded Multi-Span Beam _ of [2015 International Building Code(2015 NDS)] k:'• 3.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 10/4/2018 7:59:01 AM Section Adequate By:232.9% F-7 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4945 Dead Load 0.02 in Total Load 0.03 IN L/2787 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 560 lb 560 lb Dead Load 433 lb 433 lb Total Load 993 lb 993 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center Span Length 8 ft ` Unbraced Length-Top 0 ft A an B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 140 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 248 plf Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc-L= 625 psi Fc--- = 625 psi Controlling Moment: 1987 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: 993 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: 22.17 in3 73.83 in3 Area(Shear): 7.2 in2 39.38 in2 Moment of Inertia(deflection): 26.82 in4 415.28 in4 Moment: 1987 ft-lb 6615 ft-lb Shear: 993 lb 5434 lb Project: StruCalc 9.0 page 1 _ —_— Location:2 �'' > 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 10.0.1.6 10/4/2018 8:00:06 AM Section Adequate By:45.7% F-8 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2463 Dead Load 0.02 in Total Load 0.04 IN L/1470 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 1080 lb 1080 lb Total Load 2680 lb 2680 lb Bearing Length 1.23 in 1.23 in BEAM DATA Center Span Length 5 ft • Unbraced Length-Top O ft A 5 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 640 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 425 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1173 psi Total Uniform Load 1072 plf Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.--to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 3350 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2680 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: 34.27 in3 49.91 in3 Area(Shear): 19.42 in2 32.38 in2 Moment of Inertia(deflection): 28.26 in4 230.84 in4 Moment: 3350 ft-lb 4879 ft-lb Shear: -2680 lb 4468 lb Project: StruCalc 9.0 page Location:3 Multi-Loaded Multi-Span Beam *w of [2015 International Building Code(2015 NDS)] ` .. 5.5INx13.5INx15.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/4/2018 8:00:58 AM Section Adequate By: 55.1% F-9 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/642 Dead Load 0.15 in Total Load 0.43 IN U419 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ B Live Load 3750 lb 3750 lb Dead Load 1996 lb 1996 lb Total Load 5746 lb 5746 lb Bearing Length 1.61 in 1.61 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A 15ft g Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 250 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 24F-V4-Visually Graded Western Species Total Uniform Load 766 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.�-to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 21546 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5746 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: 107.73 in3 167.06 in3 Area(Shear): 32.52 in2 74.25 in2 Moment of Inertia(deflection): 646.29 in4 1127.67 in4 Moment: 21546 ft-lb 33413 ft-lb Shear: 5746 lb 13118 lb P rpject: StruCalc 9.0 page — / Location:4SiWit— Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] "' 3.5 IN x 12.0 IN x 13.0 FT(12+1) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/4/2018 8:02:20 AM Section Adequate By:209.8% F-10 Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.09 IN L/1624 -0.03 IN 2U822 Dead Load 0.03 in -0.01 in Total Load 0.12 IN L/1248 -0.04 IN 2U640 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L1180 REACTIONS A B Live Load 453 lb 2730 lb Dead Load 169 lb 674 lb Total Load 622 lb 3404 lb _ Bearing Length 0.27 in 1.50 in BEAM DATA Center Right Span Length 12 ft 1 ft Unbraced Length-Top O ft O ft A 12ft •1ft Unbraced Length-Bottom 12 ft 1 ft Live Load Duration Factor 1.15 _ _ _ Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 0 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 0 plf 0 plf Base Values Adjusted Beam Self Weight 9 plf 9 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 9 plf 9 plf Fb_cmpr= 1850 psi Fb'= 2760 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Shear Stress: Fv= 265 psi Fv'= 305 psi Live Load 1000 lb Cd=1.15 Dead Load 324 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 9 ft Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 5221 ft-lb Load Number One 9.0 Ft from left support of span 2(Center Span) Left Live Load 540 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 100 plf Controlling Shear: -2755 lb Right Live Load 540 plf At right support of span 2(Center Span) Right Dead Load 100 plf Created by combining all dead loads and live loads on span(s)2,3 Load Start 9 ft Load End 12 ft Comparisons with required sections: Rend Provided Load Length 3 ft Section Modulus: 22.7 in3 84 in3 RIGHT SPAN Area(Shear): 13.56 in2 42 in2 Load Number She Moment of Inertia(deflection): 147.02 in4 504 in4 Left Live Load 540 plf Moment: 5221 ft-lb 19320 ft-lb Left Dead Load 100 plf Shear: -2755 lb 8533 lb Right Live Load 540 plf Right Dead Load 100 plf Load Start 0 ft Load End 1 ft Load Length 1 ft Pr�njecj: r StruCalc 9.0 page Location:5 —,w Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 16.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/4/2018 8:03:40 AM Section Adequate By: 122.8% F-11 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/873 Dead Load 0.18 in Total Load 0.44 IN L/517 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 3218 lb 2982 lb Dead Load 2177 lb 2119 lb Total Load 5395 lb 5101 lb Bearing Length 1.51 in 1.43 in BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A -- 19ft =B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.27 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 200 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 520 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2681 psi Live Load 500 lb Cd=1.15 Cv=0.97 Dead Load 122 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.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 25030 ft-lb 9.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5395 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: 112.02 in3 249.56 in3 Area(Shear): 26.56 in2 90.75 in2 Moment of Inertia(deflection): 716.49 in4 2058.89 in4 Moment: 25030 ft-lb 55764 ft-lb Shear: 5395 lb 18437 lb p;`rJJeGt: StruCalc 9.0 page _— Location:6 / Multi Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 14:0, -..." ` 5.5 INx13.5INx16.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/4/2018 8:04:37 AM Section Adequate By: 144.3% F-12 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/907 Dead Load 0.15 in Total Load 0.36 IN L/531 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 2681 lb 1919 lb Dead Load 1930 lb 1357 lb Total Load 4611 lb 3276 lb Bearing Length 1.29 in 0.92 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top O ft A - to ft - B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 24F-V4-Visually Graded Western Species Total Uniform Load 16 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 2000 lb Cd=1.15 Dead Load 1404 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 3 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.--to Grain: Fc-_= 650 psi Fc--L'= 650 psi Load Number One Left Live Load 200 plf Controlling Moment: 15728 ft-lb Left Dead Load 125 plf 6.4 Ft from left support of span 2(Center Span) Right Live Load 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 125 plf Controlling Shear: 4611 lb Load Start 3 ft At left support of span 2(Center Span) Load End 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft Comparisons with required sections: Read Provided Section Modulus: 68.38 in3 167.06 in3 Area(Shear): 22.7 in2 74.25 in2 Moment of Inertia(deflection): 382.21 in4 1127.67 in4 Moment: 15728 ft-lb 38424 ft-lb Shear: 4611 lb 15085 lb Pr2iecf StruCalc 9.0 page Location:7 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5INx12.0INx10.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/19/2018 7:49:46 AM Section Adequate By:639.2% F-13 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/3226 Dead Load 0.01 in Total Load 0.05 IN L/2314 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 750 lb 750 lb Dead Load 296 lb 296 lb Total Load 1046 lb 1046 lb Bearing Length 0.46 in 0.46 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10n - B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.02 Uniform Live Load 150 plf Notch Depth 0.00 Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 209 plf Base Values Adj.usted 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.-t-to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 2614 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1046 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: Reg'd Provided Section Modulus: 11.36 in3 84 in3 Area(Shear): 5.15 in2 42 in2 Moment of Inertia(deflection): 39.2 in4 504 in4 Moment: 2614 ft-lb 19320 ft-lb Shear: -1046 lb 8533 lb 4 .., , GREEN M O U N T IA I N PROJECT: Riverside - Plan 2172 structural engineering DATE: 9/10/2018 BY: CM JOB NO: 18408 SHEET: F-14 FRAMING FOUNDATION LOADS .fr 26 O 9 -_ �6 - r ,' �I j 1 II 28 11I it .-- �1 i 1' --a-J 11 J + T' Pr_4IW i III III - r . t I t1 I lg 5 1 I -gig- -lir- `---------24X24X12------- Alilit-1 , -5A, t 1 <01, /ttr.\\ (Vb -1-[ 24X24X12 24X24X12 HL� GREEN M O U N T h I N PROJECT: Riverside - Plan 2172 9/10/2018 CM 110 structural engineering DATE: BY: JOB NO: 18408 SHEET: F-15 FRAMING Foundation Design. Soil Bearing Pressure SBP:= 1500•psf (assummed` continuous foundation footing 15 inches wide with a 6 inch stern 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 I arroMill in. Individual Footings: VallIMIMIIM Size Area Capacity 18"diameter A:= 9•in•9•in•3.14 Pall := 1500•psf•A fall =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 =93751b 32"x32" A:= 32•in•32•in Pall := 1500•psf•A Pall =10666.7 lb 36"x36" A:= 36•in•36•in Pau := 1500•psf•A Pan =13500 lb 42"x42" A:= 42•in•42•in Pali := 1500•psf•A Pall =18375 lb 48"x48" A:= 48•in•48•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