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Specifications STRUCTURAL DESIGN CRITERIA Dead Load: A. Roof 15 psf B. Floor ...10 psf C. Exterior walls .10 psf D. Interior walls with gypboard each side 5 psf Snow Load: A. Uniformly distributed snow load ..25 psf Floor Live Load: 40 psf Wind Load: A. 3 Second Gust Wind Speed V=100 mph B. Importance Factor .. 1=1.0 C. Exposure B D. Topographical Factor .Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed Seismic Load—based on IBC 2009 Simplified base Shear 1617.5 A. Mapped Spectral Acceleration for short periods .....Ss=1.0 B. Mapped Spectral Acceleration for 1 sec. period S1=0.34 C. Ductility Factor R = 6 D. Seismic Design Category D Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2009 Table 1804.2....Soil Class #5 B. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 2500 psi B. Reinforcing bars ASTM A615, Grade 60 C°RI NA Plan 3110 M Y T q A N,, PE. Job No:09076 By:CM CONSULTING ENGINEER Date:Feb 10 Sheet: ✓ t SEISMIC DESIGN BASED ON ASCE-7-05 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDs SEISMIC BASE SHEAR V:= R W (EQ.12.1411 with F=12) Ss mapped spectral acceleration for Ss:= 1.00 short periods(Se c.11.4.1) from USGS web site 55 mapped spectral acceleration for := 0.34 51 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa:— 1.1 Based on Soil F„ Site coefficient(Table 11.42) Fv:= 1.8 Site Class D SMS Fa•Ss SMS=1.1 (Eq.11.4-1) SM1 Fv•S1 SMI = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS:= 3•SM5 SDs= 0.73 > 0.50g SEISMIC 2 CATEGORY Sul 3•SM1 Sul= 0.41 > 0.20g D per Table 11.6-1 1.2 SDs WOOD SHEAR PANELS R:= 6.5 Table 9.5.2.2 V:_ W R 1.2.0.73 V •W V:= 0.1354 6.5 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.43 with re du ndancy factor=1.3 pe r 12.3.4.2) WSD:= 0.7•E 0.7.1.3.0.135.W 0.123•W WOOD SHEAR PANELS Plan 3110 MVNTI.ANi* PE. Job No:09076 By:CM CONSULT INC ENGINEER Date:Feb 10 Sheet: ' SIMPLIFIED WIND AND SEISMIC COMPARISON WIND -+ An' ---). ink 11 ----) 7.4 psf psf ill }. Wind 5a-se --›• y Shear IIIII Length L:= 50-ft Height Ht= 27•ft WIND:= L•Ht•(11•psf+ 7.4.psf) SEISMIC WIND=24840 lb Fr Wroof F2 - — Wfloor — Wwall Seismic ease Shear Aroof 39•ft•50-ft Arm=1950 ft2 Afloor 30•ft•50•ft door=1500 ft2 Wwalls 2.20.ft•50.ft Wwalis=2000ft2 SEISMIC:= (Aroof'15•psf+ Afloor'10•psf+ Wwaiis'10•psf)•0.123 SEISMIC=7902.751b WIND GOVERNS DESIGN CoRINA Plan 3110 M U N T g A N PE Job No:09076 By:CM L.. CONSULTING ENGINEER Date:Feb 10 Sheet: WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6) VELOCITY PRESSURE qz:= .00256.Kz•Kzt•Kd•V2•I (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) Vas:= 100 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•Krt•Kd•V352•I qz=12.4 (varies/height) 15'-20' Kz:= 0.62 qz:= .00256•Kz•Krt•Kd•V3s2•I qz=13.49 20'-25' Kz:= 0.66 qz:= .00256•Ic•1<zt•Kd•V3s2•I qz=14.36 25'-30' l<2:= 0.70 qz:= .00256•Kz•KKt•Kd•Vos2•I qz=15.23 C°R NA Plan 3110 w -,' M u N T g A N PE. Job No:09076 By:CM 1. CONSULTING ENGINEER Date:Feb 10 Sheet: - I�1 WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6)cont. WIND PRESSURE P:= gZ•G•CP G:= 0.85 Gust factor CP pressure coefficient AT WALLS 0'-15' WINDWARD PH,:= 12.4•psf.0.85.0.8 PW=8.43 psf LEEWARD PL:= 12.4.psf•0.85.0.5 PL=5.27 psf 15'-20' WINDWARD P„,:= 13.49•psf.0.85.0.8 PW=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 PW=9.76 psf LEEWARD PL:= 14.36•psf•O.85.0.5 PL=6.1 psf AT ROOF 0'-15' WINDWARD PW:= 12.4•psf.0.85.0.3 PM,=3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL=6.32 psf 15'-20' WINDWARD PH,:= 13.49.psf•0.85.0.3 PW=3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL =6.88psf 20'-25' WINDWARD PN,:= 14.36.psf•0.85.0.3 PW=3.66psf 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=3.88psf LEEWARD PL:= 15.23.psf•0.85.0.6 Pt.=7.77 psf CORINA Plan 3110 liv VN T , A�=. N PE. Job No: 09076 By:CM CONSULTING ENGINEER Date:Feb 10 Sheet: 1'S WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6)cont. /.sft '.32 Assume Cp-0.38 := 35 I 9f 9.17 psf 6.1 10 ft psf ) Mean Roof Height 19+ 29.5 =24.25 2 Loads at Roof roof max roof ave Windward 3.66•psf•10.5•ft=38.43pIf 3.66 psf 7 ft=25.62p1f Leeward 7.32•psf•10.5•ft=76.86pIf 7.32 psf•7 ft=51.24 plf Wall loads at upper level at main level Windward 8.43psf.4.5.ft=37.94 p If 8.43•psf•9.5•ft=80.08plf Leeward 5.73•psf•4.5•ft=25.79pIf 5.73-psf•9.5•ft=54.44pIf 1 � 1 1 1 1 � 11 , 0., V 16 1� _ r _ _ 4x8 NOR 4x8 NOR 4x8 HDR I; 11 III 1;; irT 1 I I� Cw 11 If jl ry� ii I I * I I El-----7 b I S A 51ifl R' I; ,1 _ ill 11 1 1'1 • I I 1 A'j II I 11PI 1 11 1 1 1 ESMEC I C I 'SA.13 �P lQ11Nr.0 LO != f I .tho V-....v. 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HAI g4L DINING — /13s/0 � v 1 i 1 1 6 -775' 14 v J O GREA���R(�OM CAS DIRECT MA1��NS1RC, o' KITCHEN 5S 1 irmine a2.: REAR n S PAMntY 0 o 6 `' ARCH —+� 2 SR TMdr IL tl s Tue s1,R t :3-, ® � Ar-- ,,- �.�..� NAT. �i_ 0 ��� , sc,W p: 3.......e., CPT 276 ' 76 Cao a ,,,. L,...... El GARAGE FOYER 9 'a/O3e/o memo coon ' A7_As/g ye,wrtt u'x•Dm.aD. - -- 16/036/0 OMIHEAD DOOR j - of t 1/06/00 VW/a II , th _ 40 — — I 2. I A7 A //�Ob ailDaCoR I N A Plan3110 MUNTEAN P.E Job No: 09076 By:CM CONSULTING ENGINEER te:Feb 10 Sheet: L_ SHEAR WALL DESIGN Pdl Pdl _I WdI 4 --- p ( P:= wind V:= seismic h a .."-- ,/ T- 1 L R=Holdown Force Based on 2006 IBC Basic Load Combinations 1605.3.1 0.6D+W (Equation 16-14) 0.6•D+ 0.7•E (Equation 16-15) Overturning Moment: Mot:= P•h Resisting Moment: Mr:= 0.6•(wdi + W,�aii)• (12 —) + 0.6•Pdl•L 2 _ Holdown Force R Mac–Mr L CORI NA Plan 3110 MUNTcAN PE Job No:09076 By:CM CONSULTING ENGINEER Date:July10 Sheet: i �1 u Front Elevation Exterior Walls Second Level Wind Force P:= 2757.lb P=27571b Length of wall L:= 3ft+ 6•ft+ 5.ft+ 5.ft L=19ft Shear v:= — v=145.11plf 3 Overturning Mot:= F.9•ft.19 Mot=3917.84lb.ft Moment 2 Resisting Mr:= 0.6.(15•psf•2•ft+ 10•psf•9•ft)•(32) + 0.6.600.Ib•3-ft Moment Mr=1404lb•ft Mot— Mr Holdown =837.951b Force 3'ft yikm-birbry//�� Main Level-with int wail at back of garage Wind Force P:= 4097•Ib P=4097 lb Length of wall L:= 3.5•ft+ 3•ft+ 2•ft+ 2•ft L=10.5ft 2.3.5=7 IA la Shear Wind v:= L v=390.19plf 2 Overturning Mot:= P•10•ft•10 5 Mot =7803.811b•ft Moment (2.ft')2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf.19•ft) + 0.6.800.1b.2.ft Moment 2 Holdown Mot— Mr Mr-12421b-ft =3280.916 Force 2-ft 122 wI edit)rr /by Ale, °R I NG Plan 3110 MUNTEAN, PE. Job No: 090765y:CM CONSULTING ENGINEER Date:Feb 10 Sheet: Vett Rear Elevation Exterior Walls Second Level Wind Force P:= 2757.lb P=2757lb Length of wall L:= 3•ft+ 6•ft+ 10•ft L=19ft Shear v:= — v=145.11plf 3 Overturning Mot:= P•9•ft.— Mot=3917.84 lb-ft Moment 19 Resisting Mr:= 0.6•(15•psf•6•ft+ 10•psf•9•ft)•(322 ) + 0.6.600•Ib•3•ft Moment Mr=15661b•ft Mat — Mr Holdown =783.95 lb Force 3•ft Main Level-with inetrior wall at back of garage Wind Force P:= 4700.1b P=47001b Length of wall L:= 8-ft+ 6-ft+4-ft L=18ft Shear v:= — v=261.11plf 0 4 Overturning Mot:= P•10•ft•— Mot=10'11I11.441b•ft Moment 18 (4-ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•19•ft)• + 0.6.800•Ib•4•ft Moment 2 Mr=40561b•ft Mot — Mr Holdown =1597.11 lb 4'ft Force �ZZ - COR I NA Plan 3110 MUNTEAN, P Job No:09076 By:CM Date:Feb 10 Sheet: .'r1 CONSULTING ENGINEER V !i Shear Walls cont.-with interior wall at garage Wind Force P:= 3350•Ib P=33501b Length of wall L:= 25.ft L=25ft ShearP v'_ — v=134pIf Overturning Mot:= P•10•ft Mot=33500lb•ft Moment Resisting Mr:= 0.6•(10•psf•16•ft+ 10•psf•10•ft)•(25 ft)2 + 0.6.800•Ib•25•ft Moment 2 Mr=607501b•ft Mot— Mr Holdown =—10901b Force 25-ft COR I NA Plan 3110 MYNTcAN, PE. Job No: 09076 By:CM CONSULTING ENGINEER Date:Feb 10 Sheet: L., I� Right Elevation Exterior Walls Second Level Wind Force P:= 2290•Ib P=229016 Length of wall L:= 26•ft+ 10•ft L=36ft Shear v:= L v=63.61plf 10 Overturning Mot:= P•9.ft.36 Mot=572516 ft Moment Resisting (10'ft)2 Mr:= 0.6•(15•psf•3•ft+ 10•psf•9•ft)• + 0.6.600•Ib•10•ft Moment 2 Mr=76501b-ft MotMrHoldown =—192.5lb Force 10'ft Main Level Wind Force P 4970—.192.5 Ib P=497016 Length of wall L:= 3•ft+ 11•ft+ 18ft L=32ft Shear v:= — v=155.31plf 3 Overturning Mot P 10 ft 32 Mot=4659.3816 ft Moment Resisting (3'ft)2 9 Mr:= 0.6•(15•psf•3•ft+ 10•psf•19•ft)• + 0.6.800•Ib.3•ft Moment 2 Mr=2074.5Ib•ft Mot— Mr Holdown =861.63 lb Force 3•ft e c°R I NA Plan 3110 M U N T g A N, PE. Job No:09076 5y:CM Date:Feb 10 Sheet: Ill CONSULTING ENGINEER 0 Left Elevation Exterior Walls Second Level Wind Force P:= 2290•Ib P=22901b Length of wall L:= 6•ft+ 14•ft+ 16•ft L=36ft P Shear v:= L v=63.61plf CI 6 Overturning Mot:= P•9•ft•36 Mot=3435lb•ft Moment (6•ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•9•ft)• 2 + 0.6.600•Ib•6•ft Moment Mr=36181b•ft Mot — Mr Holdown =—30.5 lb Force 6-ft - Main Level Wind Force P:= 4970•Ib P=49701b Length of wall L:= 16•ft+ 6•ft+ 14ft L=36ft P Shear v:= L v =138.06plf© 6 Overturning Mot:= P.10•ft•-36 6 Mot=8283.331b•ft Moment (6.ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•19•ft)• + 0.6.800•lb•6•ft Moment 2 Mr=5418lb•ft Mot— Mr Holdown =477.56 lb Force 6•ft Plan 3110 C4R I N A Job No:09076 By:CM ,,,F M Y N T c A N, P.E. Date:Feb 10 Sheet: I .(S" CONSULTING ENGINEER CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS BASED ON ASCE 7-02 METHOD 2 P:= gh•[(GCp) –(GC0] EQ 6-22: Low Rise Building for Roof Slope 3:12 or Greater GCPi:= 0.18 (Fig.6-5) G•C From Fig 6-11C (Effective Wind Area= EWA) Span Girder Truss Span =18ft or more: Span:= 18ft EWA:= Span• 2 3— EWA=108ft GCP2:= –1.2 (Zone 2) GCp1:= –0.8 (Zone 1) GCP:_ .3•GCP2+ .7•GCP1 GCP=–0.9 (Average for Zones 1 &2) VELOCITY PRESSURE qh:= .00256•Kz•ICrt•Kd•V2•I (Eq.6-15) WIND SPEED(3 second gust) Vas:= 100 mph EXPOSURE B IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT Kz=0.70 (Table 6-3, Exposure B,Case 1) UPLIFT PRESSURE= P (based on mean roof height of 30 feet or less) Kz:= 0.70 P:= .00256•Kz•Krt•Kd•V3s2•l•[(GCP) –(GCP')] P=-16.8 psf USING IBC LOAD COMBINATION 16-11:.6D-W MAX NET UPLIFT=W lb W:= 0.6.15.psf–16.8.psf W=–7.8 2 uplift ft MAX UPLIFT AT END OF 42' TRUSSES 34.ft TRIBUTARY AREA At:= 2 •2•ft At=34 ft2 UPLIFT U:= At•W U =–265.2 lb USE Simpson H2.5's 4 COR 1 N A — Pla1.IN YEAN P ., Job No:10 09076 By:CM CONSULTING ENGINEER-Date:Feb 10 Sheet: L.:10, CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS V35:= 100•mph Exp.B ASCE 7-05 EQ 6-18: LOW RISE BUILDING P:= gh.RGCpf) —(GC41 5:12 0 := 22.6 6:12 0 := 26.6 MEAN ROOF HT=30 ft(max) 0 := 26.6 7:12 0 := 30.3 KZ:= 0.70 (Table 6-3) Kn := 1.0 Kd:= 0.85 (Table 6-4) V:= 110 I:= 1.0 qh:= .00256•KZ.Kit•Kd•V2•I qh =18.4 psf G•CPf From Fig 6-10 0 := 22.6 GCpf:= —0.72 (Zone 2E) 0 := 26.6 GCpf:= —0.58 (Zone 3E) 0 := 30.3 GCpf:= —0.53 (Zone 3E) - 0 := 26.6 GCpf:_ —0.58 GCP•: 0.18 (Fig.6-5) P:= gh•[(GCPf) —(GC141 P=—14 psf USING LOAD COMBINATION 16-11: .6D-W MAX NET UPLIFT-USE ROOF DEAD LOAD =12 PSF Girder Max W:= 0.6.12.psf—14.psf lb P P W=—6.8 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: 29•ft 34-ft TRIBUTARY AREA At:= 2 • 2 At=246.5ft2 UPLIFT U:= At.W U =—1676.2lb USE Simpson LGT2 cap.2150 L:_J1 i 3� 1 LION Irt 1 t II J 1 VON • •rl 11 N 1 _1 II ! 1` I g 1. IIII r i 11 i 1 1 �t II I I 1 I I 1 'maw-- . 1 II 11 1+1 lti �N 0 w/ t �� i 11 ,;,_-_____;r1 //-_ '93d5•ND630 13VX3 i i _ 111 �� (_,....„_z_...„.:==.3 ---_ 1 ,"� lOQlh NrN ,. yl .� - 1 i 1 ii 1 lii I I �i ii � 1'i '- 11 1 II 11 � 1 11 n A '� •.-.., 11---- II lam_ -' s I:11M II 1 ^ I II -•3ds i 110630 IMO Ii I 11 'jfWYN c. ;1 1 '.'.4.?:,"�lSSIItLL •'•. .3 Ci r7 C' I I ' I' 1- 1 i. IIS 11 J r I I 11 tiU4 ;; L- iIq 9 41 II I I. 11 1Cji aCa d) t , S �d j' Yeba {li M0 �' 11 11li1 II �I Ii I I L JL _ I 1 __-'___ ----—m,-111:1 __'lg— - ta�—fpess_r J1• OVON&1► Z __—_—_-_ -t10N BX1 d 41.1 Multi-Loaded Beamf 2006 International Building Code(05 NDS)1 Ver: 7.01.14 f'20 By:Corina Muntean P.E. Consulting Engineer, pe on:02-23-2010: 10:11:00 AM Project: Mission 3110-Location:A Summary: 5.5 IN x 11.5 IN x 6.0 FT /#2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 33.4% Controlling Factor:Area/Depth Required 9.62 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.04 IN=L/1824 Total Load: TLD-Center= 0.04 IN=L/1618 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5150 LB Dead Load: DL-Rxn-A= 957 LB Total Load: TL-Rxn-A= 6107 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.78 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2950 LB Dead Load: DL-Rxn-B= 224 LB Total Load: TL-Rxn-B= 3174 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.92 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 800 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 813 PLF Point Load 1 Live Load: PL1-2= 3300 LB Dead Load: PD1-2= 1100 LB Location(From left end of span): X1-2= 1.0 FT Properties For:#2-Douglas-Fir-Larch(North) Bending Stress: Fb= 875 PS Shear Stress: Fv= 170 PS Modulus of Elasticity: E= 1300000 PS - Adjusted Modulus of Elasticity: E-Min= 470000 PS Stress Perpendicular to Grain: Fc_perp= 625 PS Adjusted Properties Fb'(Tension): Fb'= 875 PS Adjustment Factors:Cd=1.00 CF=1.00 Fv': Fv'= 170 PS Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 6191 FT-LB 2.1 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5375 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 84.91 N3 Area(Shear): S= 121.23 N3 Areq= 47.43 N2 A= 63.25 N2 Moment of Inertia(Deflection): Ireq= 137.55 N4 1= 697.07 N4 Multi-Loaded Beam(2006 International Building Code(05 NDS)1 Ver:7.01.14 By:Corina Muntean P.E.Consulting Engineer, pe on:02-23-2010: 10:11:47 AM Project: Mission 3110 Location:A Summary: 5.125 IN x 7.5 IN x 6.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:21.1% Controlling Factor:Area/Depth Required 6.19 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.11 IN=L/653 Total Load: TLD-Center= 0.12 IN=L/581 Camber Required: C= 0.02 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5150 LB Dead Load: DL-Rxn-A= 942 LB Total Load: TL-Rxn-A= 6092 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.83 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2950 LB Dead Load: DL-Rxn-B= 208 LB Total Load: TL-Rxn-B= 3158 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.95 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 800 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 808 PLF Point Load 1 Live Load: PL1-2= 3300 LB Dead Load: PD1-2= 1100 LB Location (From left end of span): X1-2= 1.0 FT Properties For:24F-V4-Visually Graded Western Species __ Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2400 PS Adjustment Factors: Cd=1.00 Fv': Adjustment Factors:Cd=1.00 Fv'= 265 PS Design Requirements: Controlling Moment: M= 6170 FT LB 2.1 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5607 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 30.85 N3 Area(Shear): S= 48.05 N3 Areq= 31.74 N2 Moment of Inertia(Deflection): A= 38.44 N2 Ireq= 99.34 N4 I= 180.18 N4 ._ F1t IC) J6,, r I3L, 1 , ,,,,,,,,,, i„,..kti„ , f f., 13 r; 4x8 HDR __ __ __ - 4'12', IA2 HDR. 1� I nT i. —\,Z _�m[�_i __ _i_---f1::_-1—...1.....{. _ :_14x12 isOR. 4” H 4 2 HDR It I,, /1 1 1 1 1 1 114 ! ! I ; 11 111, 111111 " I I' 1st 11 1 1 1 1 I 1 1 1 1 1 III liiiilIWI iii eIIIIIIIIIIll �llii ! 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Multi-Loaded Beam'.2006 International Building Code(05 NDS))Ver: 7.01.14 1-(1Q By: Corina Muntean P.E.Consulting Engineer,pe on:02-23-2010 : 10:47:48 AM Prosect: Mission 3110-Location: B Summary: 3.5 IN x 11.25 IN x 3.0 FT /#2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:7.6% Controlling Factor:Area/Depth Required 10.45 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN= L/7406 Total Load: TLD-Center= 0.01 IN=U3912 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2596 LB Dead Load: DL-Rxn-A= 2313 LB Total Load: TL-Rxn-A= 4909 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 2.24 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1561 LB Dead Load: DL-Rxn-B= 1313 LB Total Load: TL-Rxn-B= 2873 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.31 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 350 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 558 PLF Point Load 1 Live Load: PL1-2= 3107 LB Dead Load: PD1-2= 3000 LB Location (From left end of span): X1-2= 1.0 FT Properties For:#2-Douglas-Fir-Larch(North) Bending Stress: Fb= 850 PS Shear Stress: Fv= 180 PS Modulus of Elasticity: E= 1600000 PS Adjusted Modulus of Elasticity: E-Min= 580000 PS Stress Perpendicular to Grain: Fc_perp= 625 PS Adjusted Properties Fb'(Tension): Fb'= 935 PS Adjustment Factors:Cd=1.00 CF=1.10 Fv': Fv'= 180 PS Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 4594 FT-LB 1.02 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 4390 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 58.97 N3 Area(Shear): S= 73.83 N3 Areq= 36.58 N2 Moment of Inertia(Deflection): A= 39.38 N2 Ireq= 25.48 N4 1= 415.28 N4 Project:Mission 3110-Location: Summary: Multi-LoadedC Beam[2006 International Building Code(05 NDS))Ver: 7.01.14 -� By: Corina Muntean P.E. Consulting Engineer,pe on:02-23-2010: 10:48:35 AM 3.5 IN x 11.25 IN x 3.0 FT /#2-Douglas-Fir-Larch (North)-Dry Use Section Adequate By:6.8% Controlling Factor:Section Modulus/Depth Required 10.89 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN= L/5905 0.01 IN=U3426 Total Load: TLD Center= Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2084 LB Dead Load: DL-Rxn-A= 1513 LB Total Load: TL-Rxn-A= 3597 LB 1.64 IN Bearing Length Required(Beam only,support capacity not checked): BL-A= Center Span Right End Reactions(Support B): Beam Data: Live Load: LL-Rxn-B= 2084 LB Dead Load: DL-Rxn-B= 1513 LB Total Load: TL-Rxn-B= 3597 LB 1.64 IN Bearing Length Required(Beam only,support capacity not checked): BL-B= Center Span Length: L2= 3.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 3.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 240 Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live1 Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF 8 PLF Total Load: wT-2= Point Load Live Load: PL1-2= 4168 LB Dead Load: PD1 2= 3000 LB 1.5 FT Location(From left end of span): X1-2= Properties For:#2-Douglas-Fir-Larch(North) Bending Stress: Fb= 850 PS Shear Stress: Fv= 180 PS Modulus of Elasticity: E= 1600000 PS E-Min= 580000 PS Fc_perp= Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: 625 PS 935 PS 180 PS 5385 FT LB 3589 LB Adjusted Properties Fb'(Tension): Fv': Fb'= Adjustment Factors: Cd=1.00 CF=1.10 Requirements: Fv'= Adjustment Factors:Cd=1.00 Design Controlling Moment: M= 1.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With ection Required Sections: SModulus(Moment): Sreq= 69.12 N3 Area(Shear): S= 73.83 N3 Areq= 29.91 N2 Moment of Inertia(Deflection): A= 39.38 N2 Ireq= 29.09 N4 1= 415.28 N4 Multi-Loaded Beam(2006 International Building Code(05 NDS))Ver:7.01.14 f...t, By:Corina Muntean P.E.Consulting Engineer, pe on:02-23-2010: 11:11:24 AM Project:Mission 3110-Location: 1 Summary: 5.125 IN x 10.5 IN x 15.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:42.4% Controlling Factor: Moment of Inertia/Depth Required 9.33 In Center Span Deflections: Dead Load: DLD-Center= 0.27 IN Live Load: LLD-Center= 0.26 IN =L/703 Total Load: TLD-Center= 0.53 IN=L/342 Camber Required: C= 0.41 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1500 LB Dead Load: DL-Rxn-A= 1587 LB Total Load: TL-Rxn-A= 3087 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.93 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1500 LB Dead Load: DL-Rxn-B= 1587 LB Total Load: TL-Rxn-B= 3087 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.93 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 200 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 412 PLF Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS - Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2400 PS Adjustment Factors:Cd=1.00 Fv': Fv'= 265 PS Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11578 FT-LB 7.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2779 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 57.89 N3 Area(Shear): S= 94.17 N3 Areq= 15.73 N2 Moment of Inertia(Deflection): A= 53.81 N2 lreq= 347.29 N4 1= 494.40 N4 Multi-Loaded Beamf 2006 International Building Code(05 NDS)1 Ver:7.01.14 By:Corina Muntean P.E.Consulting Engineer, pe on:07-08-2010:08:45:16 AM (/►� . - Proiect: -Location:I with sher forces Summary: 5.125 IN x 10.5 IN x 15.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:50.6% Controlling Factor:Moment of Inertia/Depth Required 9.16 In Center Span Deflections: Dead Load: DLD-Center= 0.27 IN Live Load: LLD-Center= 0.23 IN=U791 Total Load: TLD-Center= 0.50 IN=U361 Camber Required: C= 0.41 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1052 LB Dead Load: DL-Rxn-A= 1587 LB Total Load: TL-Rxn-A= 2640 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.79 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1949 LB Dead Load: DL-Rxn-B= 1587 LB Total Load: TL-Rxn-B= 3536 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.06 IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 200 PLF Dead Load: wD-2= 200 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 412 PLF Point Load 1 Live Load: PL1-2= -837 LB Dead Load: PD1-2= 0 LB Location(From left end of span): X1-2= 0.1 FT Point Load 2 Live Load: PL2-2= 838 LB Dead Load: PD2-2= 0 LB • Location(From left end of span): ' X2-2= 3.0 FT Point Load 3 Live Load: PL3-2= -729 LB Dead Load: PD3-2= 0 LB Location(From left end of span): X3-2= 9.0 FT Point Load 4 Live Load: PL4-2= 729 LB Dead Load: PD4-2= 0 LB Location(From left end of span): X4-2= 14.9 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp.Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2400 PS Adjustment Factors:Cd=1.00 Fv': Fv'= 265 PS Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 10887 FT-LB 6.45 Ft from left support of span 2(Center Span) - Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3536 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 - Comparisons With Required Sections: Section Modulus(Moment): Sreq= 54.43 N3 S= 94.17 N3 Area(Shear): Areq= 20.02 N2 A= 53.81 N2 Moment of Inertia(Deflection): Ireq= 328.27 N4 1= 494.40 N4 Project: Mission 3110-Location: Summary: Multi-Loaded2 Beam'.2006 International Building Code(05 NDS))Ver:7.01.14 By:Corina Muntean P.E. Consulting Engineer, pe on:02-23-2010: 11:13:07 AM -1 3.125 IN x 10.5 IN x 12.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:45.0% Controlling Factor: Section Modulus/Depth Required 8.72 In Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.18 IN=L/794 Total Load: TLD-Center= 0.31 IN=U467 Camber Required: C= 0.19 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1650 LB Dead Load: DL-Rxn-A= 1098 LB Total Load: TL-Rxn-A= 2748 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.35 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 650 LB Dead Load: DL-Rxn-B= 554 LB Total Load: TL-Rxn-B= 1204 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.59 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live1 Load: wL-2= 25 PLF Dead Load: wD-2= 40 PLF Beam Self Weight: BSW= 7 PLF Total Load: wT-2= 72 PLF Point Load Live Load: PL1-2= 2000 LB Dead Load: PD1-2= 1087 LB 3.0 FT Location(From left end of span): X1-2= Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Fc perp= Stress Perpendicular to Grain: 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Desig Fb'(Tension): FV: Fb'= 2400 PS Adjustment Factors:Cd=1.00 Fv'= 265 PS 7919 FT-LB 2687 LB Adjustment Factors: Cd=1.00 Controlling Moment: M= 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 39.60 N3 Area (Shear): S= 57.42 N3 Areq= 15.21 N2 Moment of Inertia(Deflection): A= 32.81 N2 keg= 154.97 N4 1= 301.46 N4 Multi-Loaded BeamF 2006 International Building Code(05 NDS)1 Ver: 7.01.14 filo By: Corina Muntean P.E. Consulting Engineer, pe on: 02-23-2010: 11:16:12 AM . - Project: Mission 3110-Location:3 Summary: 5.125 IN x 13.5 IN x 16.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:56.4% Controlling Factor:Section Modulus/Depth Required 11.48 In Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.32 IN=L/593 Total Load: TLD-Center= 0.49 IN=L/391 Camber Required: C= 0.25 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3269 LB Dead Load: DL-Rxn-A= 1777 LB Total Load: TL-Rxn-A= 5046 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.51 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3029 LB Dead Load: DL-Rxn-B= 1542 LB Total Load: TL-Rxn-B= 4572 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.37 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 15 PLF Point Load 1 Live Load: PL1-2= 1748 LB Dead Load: PD1-2= 1000 LB Location(From left end of span): X1-2= 3.0 FT Trapezoidal Load 1 - Left Live Load: TRL-Left-1-2= 350 PLF Left Dead Load: TRD-Left-1-2= 160 PLF Right Live Load: TRL-Right-1-2= 350 PLF Right Dead Load: TRD-Right-1-2= 160 PLF Load Start: A-1-2= 3.0 FT Load End: B-1-2= 16.0 FT Load Length: C-1-2= 13.0 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2400 PS Adjustment Factors:Cd=1.00 Fv': Fv'= 265 PS Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 19905 FT LB 7.36 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5029 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 99.52 N3 Area(Shear): S= 155.67 N3 Areq= 28.47 N2 Moment of Inertia(Deflection): A= 69.19 N2 • Ireq= 645.66 N4 I= 1050.79 N4 Multi-Loaded Beam(2006 International Building Code(05 NDS))Ver:7.01.14 t<1°1‘ By:Corina Muntean P.E.Consulting Engineer, pe on:07-08-2010:08:52:24 AM Project: -Location:3 with shear forces Summary: 5.125 IN x 13.5 IN x 16.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:44.2% Controlling Factor:Moment of Inertia/Depth Required 11.95 In Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.37 IN=L/519 Total Load: TLD-Center= 0.50 IN=L/387 Camber Required: C= 0.19 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4459 LB Dead Load: DL-Rxn-A= 965 LB Total Load: TL-Rxn-A= 5424 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.63 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3595 LB Dead Load: DL-Rxn-B= 1355 LB Total Load: TL-Rxn-B= 4950 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.49 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 15 PLF Point Load 1 _ Live Load: PL1-2= 3504 LB Dead Load: PD1-2= 0 LB - Location(From left end of span): X1-2= 3.0 FT Point Load 2 Live Load: PL2-2= -756 LB - Dead Load: PD2-2= 0 LB - Location(From left end of span): X2-2= 8.0 FT Point Load 3 Live Load: PL3-2= 756 LB Dead Load: PD3-2= 0 LB Location(From left end of span): X3-2= 13.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 350 PLF Left Dead Load: TRD-Left-1-2= 160 PLF Right Live Load: TRL-Right-1-2= 350 PLF Right Dead Load: TRD-Right-1-2= 160 PLF Load Start: A-1-2= 3.0 FT Load End: B-1-2= 16.0 FT Load Length: C-1-2= 13.0 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2400 PS Adjustment Factors:Cd=1.00 Fv': Fv'= 265 PS Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 19554 FT-LB 6.56 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5424 LB - At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 97.77 IN3 S= 155.67 IN3 Area(Shear): Areq= 30.70 IN2 A= 69.19 IN2 Multi-Loaded Beamf 2006 International Building Code(05 NDS)1 Ver: 7.01.14 fl By:Corina Muntean P.E. Consulting Engineer,pe on:02-23-2010: 11:18:51 AM Project:Mission 3110-Location:4 Summary: 5.125 IN x 16.5 IN x 19.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:59.3% Controlling Factor:Moment of Inertia/Depth Required 14.13 In Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.40 IN=L/573 Total Load: TLD-Center= 0.52 IN=U436 Camber Required: C= 0.19 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4579 LB Dead Load: DL-Rxn-A= 1472 LB Total Load: TL-Rxn-A= 6052 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.82 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4201 LB Dead Load: DL-Rxn-B= 1279 LB Total Load: TL-Rxn-B= 5480 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.64 IN Beam Data: Center Span Length: L2= 19.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 19.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 420 PLF Dead Load: wD-2= 105 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 543 PLF Point Load 1 Live Load: PL1-2= 800 LB Dead Load: PD1-2= 408 LB - Location(From left end of span): X1-2= 5.0 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2348 PS Adjustment Factors:Cd=1.00 Cv=0.98 Fv': Fv'= 265 PS Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 27631 FT-LB 8.93 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5329 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 141.20 N3 Area(Shear): S= 232.55 N3 Areq= 30.16 N2 Moment of Inertia(Deflection): A= 84.56 N2 Ireq= 1204.35 N4 1= 1918.51 N4 Multi-Loaded Beam'.2006 International Building Code(05 NDS))Ver:7.01.14 r11.# By:Corina Muntean P.E. Consulting Engineer, pe on:02-23-2010: 11:19:46 AM Project: Mission 3110-Location:5 Summary: 5.125 IN x 10.5 IN x 10.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 180.8% Controlling Factor: Section Modulus/Depth Required 7.17 In Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.11 IN=L/1130 Total Load: TLD-Center= 0.14 IN=U885 Camber Required: C= 0.04 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2100 LB Dead Load: DL-Rxn-A= 583 LB Total Load: TL-Rxn-A= 2683 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.81 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2100 LB Dead Load: DL-Rxn-B= 583 LB Total Load: TL-Rxn-B= 2683 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.81 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 420 PLF Dead Load: wD-2= 105 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 537 PLF Properties For:24F-V4-Visually Graded Western Species - Bending Stress: Fb= 2400 PS Shear Stress: Fv= 265 PS Modulus of Elasticity: E= 1800000 PS Adjusted Modulus of Elasticity: E-Min= 930000 PS - Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp.Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2400 PS Adjustment Factors:Cd=1.00 Fv': Fv'= 265 PS Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 6708 FT-LB 5.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2254 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 33.54 N3 Area(Shear): S= 94.17 N3 Areq= 12.76 N2 Moment of Inertia(Deflection): A= 53.81 N2 lreq= 157.47 N4 I= 494.40 N4 Multi-Loaded Beam!'2006 International Building Code(05 NDS)1 Ver:7.01.14 �..1� By:Corina Muntean P.E. Consulting Engineer, pe on:02-23-2010: 11:21:02 AM - Project: Mission 3110- Location:6 Summary: 3.5 IN x 11.25 IN x 6.0 FT /#2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:6.7% Controlling Factor: Section Modulus/Depth Required 10.89 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.03 IN=L/2217 Total Load: TLD-Center= 0.05 IN=U1369 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2220 LB Dead Load: DL-Rxn-A= 1375 LB Total Load: TL-Rxn-A= 3595 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.64 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2220 LB Dead Load: DL-Rxn-B= 1375 LB Total Load: TL-Rxn-B= 3595 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.64 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 740 PLF Dead Load: wD-2= 450 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 1198 PLF Properties For:#2-Douglas-Fir-Larch(North) Bending Stress: Fb= 850 PS Shear Stress: Fv= 180 PS Modulus of Elasticity: E= 1600000 PS Adjusted Modulus of Elasticity: E-Min= 580000 PS Stress Perpendicular to Grain: Fcjerp= 625 PS - Adjusted Properties Fb'(Tension): Fb'= 935 PS Adjustment Factors:Cd=1.00 CF=1.10 Fv': Fv'= 180 PS Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5393 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2517 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 69.21 N3 S= 73.83 N3 Area(Shear): Areq= 20.97 N2 A= 39.38 N2 Moment of Inertia(Deflection): lreq= 72.79 N4 1= 415.28 N4 Multi-Loaded Beams 2006 International Building Code(05 NDS))Ver: 7.01.14 f.-'11 By:Corina Muntean P.E.Consulting Engineer, pe on:02-23-2010: 11:22:14 AM Project: Mission 3110-Location:7 Summary: 3.5 IN x 11.25 IN x 6.0 FT /#2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:33.4% Controlling Factor: Section Modulus/Depth Required 9.74 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.03 IN=U2159 Total Load: TLD-Center= 0.04 IN=U1712 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2280 LB Dead Load: DL-Rxn-A= 595 LB Total Load: TL-Rxn-A= 2875 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.31 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2280 LB Dead Load: DL-Rxn-B= 595 LB Total Load: TL-Rxn-B= 2875 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.31 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 760 PLF Dead Load: wD-2= 190 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 958 PLF Properties For:#2-Douglas-Fir-Larch (North) Bending Stress: Fb= 850 PS Shear Stress: Fv= 180 PS Modulus of Elasticity: E= 1600000 PS - Adjusted Modulus of Elasticity: E-Min= 580000 PS Stress Perpendicular to Grain: Fc_perp= 62.5 PS Adjusted Properties Fb'(Tension): Fb'= 935 PS Adjustment Factors:Cd=1.00 CF=1.10 Fv': Fv'= 180 PS Adjustment Factors: Cd=1.00 - Design Requirements: Controlling Moment: M= 4313 FT-LB 3.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2013 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 55.35 N3 S= 73.83 N3 Area(Shear): Areq= 16.77 N2 A= 39.38 N2 Moment of Inertia(Deflection): Ireq= 69.24 N4 1= 415.28 N4 MA11-4r1-097/ ' 41.144P/441'14f-.1 S 24'4424-4410' 24'x24'x10' 24'x24'x10' FOOLING FOOTWO FOO11N0 ,5 2IOP.T.AN AST. L —141:11°14. ♦x12 Preµ 1 1 1 a P iii..or IL I dx,0 2114 P.T..OI AT i el 1 . 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A:= 3.14•(9•in)2 Pall := 1500•psf•A Pall =2649.37Ib 24"dia. A:= 3.14 (12 in)2 Pall := 1500•psf•A Pall =4710 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 =8166.671b 30"x30 A:= 30•in•30•inPall:= 1500 psf A P 93751b all = 36"x36" A:= 36•in•36•in Pan:= 1500•psf•A Pall =13500 lb 42"x42" A:= 42-in-42-in Pall:= p 1500 sf•A Pall =18375lb Continuous Footing 12 inch wide Capacity 1500•psf•12-in=1500 plf 15 inch wide Capacity 1500•psf•15•in=1875p1f ViC? ' BOISE CASCADE - BC FRAMER 3.0 US Upper Level Piece Report File Name: 11-164.bcf 2/22/2011 2:41 PM \,,^y '' 1 ®BoiseCascade Customer: PROBUILD FOREST GROVE Company: BOISE CASCADE BMD Job Name: MISSION HOMES/SILVERWOOD City, State: VANCg t'ER, WA Bl. Address: Drawn By: BH '"`��� Location: Misc: AJSTM' ALLJOIST®, BC RIM BOARDTM, BCI®, BOISE GLULAMTM, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. NOMINALIZED MEMBERS: Product Product Code Depth Tag Qty Length Total Len. 11-7/8"BCI®90-2.0 DF 2011875 11-7/8" 1 4 23'0" 92'0" 2011875 2 11 22'0" 242'0" 15 334'0" 11-7/8" BCI®5000-1.7 DF 2042311 11-7/8" 3 14 39'0" 546'0" 2042311 4 9 29'0" 261'0" 2042311 5 2 21'0" 42'0" 2042311 6 1 16'0" 16'0" 2042311 7 6 13'0" 78'0" 2042311 8 10 9'0" 90'0" 2042311 9 7 7'0" 49'0" 2042311 10 6 3'0" 18'0" 55 1,100'0" 1-1/2"x 11-7/8"VERSA-LAM®2.0 2800 DF 2112561 11-7/8" 11 2 6'0" 12'0" 2112561 12 1 3'0" 3'0" 3 15'0" 1-3/4"x 11-7/8"VERSA-LAM®2.0 2800 DF 2100006 11-7/8" 13 1 29'0" 29'0" 1 29'0" 3-1/2"x 11-7/8"BOISE GLULAM®24F-V4/DF 11-7/8" 14 1 13'0" 13'0" 15 1 11'0" 11'0" 16 2 7'0" 14'0" • 4 38'0" 5-1/8"x 10-1/2"BOISE GLULAM®24F-V4/DF 1804010 10-1/2" 17 1 11'0" 11'0" J 1 11'0" 5-1/8"x 13-1/2"BOISE GLULAM®24F-V4/DF 1804013 13-1/2" 18 1 20'0" 20'0" 1 20'0" _ 5-1/8"x 16-1/2"BOISE GLULAM®24F-V4/DF 1804016 16-1/2" 19 1 20'0" 20'0" 1 20'0" 3-1/8"x 10-1/2"BOISE GLULAM®24F-V8/DF 10-1/2" 20 1 13'0" 13'0" 1 13'0" 5-1/8"x 10-1/2"BOISE GLULAM®24F-V8/DF 10-1/2" 21 1 15'0" 15'0" 1 15'0" BEAM PER PLAN 4x_ 30" 22 1 10'0" 10'0" 1 10'0" STANDARD BLOCKING:(Total Length blocking run) Product Product Code Depth Tag Std. Block Len. 11-7/8"BC10 5000-1.7 DF 2042311 11-7/8" 23 14" 97'0" 1-1/2"x 11-7/8"VERSA-LAM®2.0 2800 DF 2112561 11-7/8" 24 14" 25'0" TOTAL LENGTH PRODUCTS: Product Product Code Depth Tag Total Len. 1"x 11-7/8"BC RIM BOARDTM OSB 2105161 11-7/8" 25 144'0" ACCESSORIES: - Product Product Code Size Tag Qty H H US410 5603039 H1 1 HUCQ5.25/9-SDS 5604460 H2 1 ITS2.06/11.88 5714431 H3 6 IUS2.06/11.88 5714200 H4 29 LUS210 5605073 H5 3 BC FRAMER®2002 2/22/2011 3:34:18 PM 11-164 1 of 1 ®Boise Cascade Single 11-7/8" BCI® 5000-1.7 DF Joist\UPPER\D4 BC CALCO 3.0 Design Report- US Service class 113 spans 1 No cantilevers 10/12 slope Tuesday, February 22, 2011 Build 517 16 OCS 1 Repetitive 1 Glued&nailed construction File Name: 11-164 Job Name: MISSION HOMES/SILVERWOOD B Description: UPPER\D4 Address: Specifier: BH City, State,Zip:, Designer: Customer: PROBUILD- FOREST GROVE Company: BOISE CASCADE BMD Code reports: ESR-1336 Misc: V v v ♦ 4' v W lir ® . v W v as v .I '�i v . 11 g ® v y it .'I v v • ffi w ,k v v m ® : o Tr .Y j ly 1 _ �- � 0 ,' ,112 a - -`� . sir, o _ - 11 1.1 10-10-08 09-04-04 U 17-09-12 BO,2-9/16" . B1,5-1/2" B2,3-1/2" B3,4-1/2" LL 263 lbs LL 647 lbs LL 989 lbs LL 411 lbs DL 56 lbs DL 113 lbs DL 239 lbs DL 99 lbs Total Horizontal Product Length=38-00-08 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Floor Load Unf. Area(psf) L 00-00-00 38-00-08 40 10 16 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 1,793 ft-lbs 56.9% 100% 14 3- Internal Completeness and accuracy of input must Neg. Moment -1,938 ft-lbs 61.5% 100% 20 2- Right be verified by anyone who would rely on End Reaction 510 lbs 35.8% 100% 14 3- Right output as evidence of suitability for Int. Reaction 1,228 lbs 54.6% 100% 20 3- Left particular application.Output here based End Shear -485 lbs 29.8% 100% 14 3 Right on building code-accepted design Cont. Shear 684 lbs 42.1% 100% 20 3-Left Propeaiio and BOISEanalysis methods. Installation of engineered wood Total Load Defl. L/729(0.288") 32.9% 14 3 products must be in accordance with - Live Load Defl. L/893(0.235") 53.7% 14 3 current Installation Guide and applicable - Total Neg. Defl. U-2,256 (-0.058") 10.6% 14 2 building codes.To obtain Installation Guide Max Defl. 0.288" 28.8% 14 3 or ask questions,please call (800)232-0788 before installation. Span/Depth 17.7 n/a 3 BC CALC®,BC FRAMER®,AJSTM %Allow %Allow ALLJOIST®,BC RIM BOARDTM^ BCI®, Bearing Supports Dim.(L x W) Value Support Member Material BOISE GLULAMTM,SIMPLE FRAMING BO Beam 2-9/16"x 2" 319 lbs 9.6% n/a Glulam 24F-V4 SYSTEM®,VERSA-LAM®,VERSA-RIM B1 Wall/Plate 5-1/2"x 2" 760 lbs n/a n/a Unspecified PLUS®,VERSA-RIM®, B2 Wall/Plate 3-1/2"x 2" 1,228 lbs n/a n/a Unspecified VERSA-STRAND®,VERSA-STUD®are B3 Wall/Plate 4-1/2"x 2" 510 lbs n/a n/a Unspecified Products a of Boise Cascade Wood s L.L.C. Notes Design meets Code minimum (L/240)Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Composite El value based on 23/32"thick sheathing glued and nailed to joist. Page 1 of 1 ®Boise Cascade Single 11-7/8" BCI® 5000-1.7 DF Joist\UPPER\D2 _ BC CALC®3.0 Design Report- US Service class 114 spans I Left cantilever 10/12 slope Tuesday, February 22, 2011 - Build 517 16 OCS I Repetitive I Glued&nailed construction " File Name: 11-164 Job Name: MISSION HOMES/SILVERWOOD B Description: UPPER\D2 Address: Specifier: BH City, State,Zip:, Designer: Customer: PROBUILD- FOREST GROVE Company: BOISE CASCADE BMD Code reports: ESR-1336 Misc: U : a . aaaaaaaasa * aaaaaaaaaaaaaaaaaaavaaaaaaaa 00-i' -09 11-07-15 II 09-04-04 A 07-02-12 ►� B1,5-1/8" B2,5-1/8" B3,5-1/2" B4,3-1/2" LL 299 lbs LL 688 lbs LL 524 lbs LL 199 lbs DL 287 lbs DL 147 lbs DL 114 lbs DL 38 lbs SL 107 lbs SL 3 lbs UP 2 lbs Total Horizontal Product Length=28-10-08 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Roof Trib& Eave Conc. Pt. (lbs) L 00-00-00 00-00-00 68 100 n/a 2 Exterior Wall Conc. Pt. (lbs) L 00-00-00 00-00-00 0 133 n/a 3 Floor Load Unf.Area(psf) L 00-00-00 28-10-08 40 10 16 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 762 ft-lbs 24.2% 100% 16 2- Internal Completeness and accuracy of input must Neg. Moment -872 ft-lbs 27.7% 100% 20 2- Right be verified by anyone who would rely on End Reaction 238 lbs 16.7% 100% 16 4 Right output as evidence of suitability for Int. Reaction 835 lbs 33.3% 100% 20 3- Left particular application.Output here based End Shear -218 lbs 13.4% 100% 16 4 Right on building code-accepted design ° ° properties and analysis methods. - Cont. Shear 438 lbs 26.9% 100% 20 2- Right Installation of BOISE engineered wood - Uplift 2 lbs n/a 13 4- Right products must be in accordance with Total Load Defl. U2,211 (0.063") 10.9% 16 2 current Installation Guide and applicable Live Load Defl. U2,466(0.057") 19.5% 16 2 building codes.To obtain Installation Guide - Total Neg. Defl. 2xU-1 452 -0.01" 12.4% or ask questions,please call ( ) 16 1 Cantilever (800)232-0788 before installation. Max Defl. 0.063" 6.3% 16 2 Span/Depth 11.8 n/a 2 BC CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM,BCI®, BearingSupports %Allow %Allow BOISE GLULAMTM,SIMPLE FRAMING Dim.(L x W) Value Support Member Material SYSTEM®,VERSA-LAM®,VERSA-RIM B1 Beam 5-1/8"x 2" 693 lbs 10.4% n/a Glulam 24F-V4 PLUS®,VERSA-RIM®, B2 Beam 5-1/8"x 2" 835 lbs 12.5% n/a Glulam 24F V4 VERSA-STRAND®,VERSA-STUD®are B3 Wall/Plate 5-1/2"x 2" 642 lbs n/a n/a Unspecified Products L.L.C.of Boise Cascade Wood P Products L. B4 Wall/Plate 3-1/2"x 2" 238 lbs n/a n/a Unspecified Cautions Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets Code minimum (U240)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Composite El value based on 23/32"thick sheathing glued and nailed to joist. Page 1 of 1 ®BoiseCascade Single 11-7/8" BCI®5000-1.7 DF Joist\UPPER\D1 BC CALC®3.0 Design Report- US Service class 112 spans 1 Left cantilever 10/12 slope Tuesday, February 22, 2011 - Build 517 16 OCS I Repetitive 1 Glued& nailed construction File Name: 11-164 Job Name: MISSION HOMES/SILVERWOOD B Description: UPPER\D1 Address: Specifier: BH City, State,Zip:, Designer: Customer: PROBUILD- FOREST GROVE Company: BOISE CASCADE BMD Code reports: ESR-1336 Misc: U . 1111 * . * . * 1 . 1111 . v ® 4. V ! l : * * . .l, 1 * 1 s= 41, Q '� - f _ lll� � `i. _ .7, y 0,w. i 3s}-�z. "2 ile Ta ps,ii �' _LI: ,. �: ,fi — .`. . .,<- .1 F 00-07-01 11-07-15 II B1,5-1/8" B2,2-9/16" LL 341 lbs LL 315 lbs DL 298 lbs DL 68 lbs SL 105 lbs Total Horizontal Product Length=12-03-08 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Roof Trib& Eave Conc. Pt. (Ibs) L 00-00-00 00-00-00 68 100 n/a 2 Exterior Wall Conc. Pt. (Ibs) L 00-00-00 00-00-00 0 133 n/a 3 Floor Load Unf.Area(psf) L 00-00-00 12-03-08 40 10 16 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 1,041 ft-lbs 33.0% 100% 16 2- Internal Completeness and accuracy of input must Neg. Moment -203 ft-lbs 5.6% 115% 13 1 - Right be verified by anyone who would rely on End Reaction 383 lbs 31.8% 100% 16 2- Right output as evidence of suitability for Int. Reaction 745 lbs 25.8% 115% 2 2- Left particular application.Output here based End Shear 368 lbs 22.7% 100% 16 2 Ri ht on building code-accepted design Cont. Shear 382 lbs 23.5% 100% 1 2 Left properties and analysis methods. Installation of BOISE engineered wood - Total Load Defl. U1,536(0.09") 15.6% 16 2 products must be in accordance with Live Load Defl. L/1,792 (0.077") 26.8% 16 2 current Installation Guide and applicable Total Neg. Defl. 2x0-1,074(-0.014") 16.8% 16 1 -Cantilever building codes.To obtain Installation Guide Max Defl. 0.09" 9.0% 16 2 or ask questions,please call Span/Depth 11.6 n/a 2 (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJSTM^ %Allow %Allow ALLJOIST®,BC RIM BOARDTM^ BCI®, Bearing Supports Dim.(L x W) Value Support Member Material BOISE GLULAMTm,SIMPLE FRAMING B1 Beam 5-1/8"x 2" 745 lbs 11.2% n/a Glulam 24F-V4 SYSTEM®,VERSA-LAM®,VERSA-RIM B2 Beam 2-9/16"x 2" 383 lbs 11.5% n/a Glulam 24F-V4 PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Cautions Products L.L.C. Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets Code minimum ([1240)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Composite El value based on 23/32"thick sheathing glued and nailed to joist. Page 1 of 1 „ . . a Boise Cascade Single 11-7/8” BCI®90-2.0 DF Joist\UPPER\D5 BC CALC®3.0 Design Report- US Service class 111 span 1 No cantilevers 10/12 slope Tuesday, February 22, 2011 - Build 517 16 OCS 1 Repetitive 1 Glued&nailed construction File Name: 11-164 Job Name: MISSION HOMES/SILVERWOOD B Description: UPPER\D5 Address: Specifier: BH City, State,Zip:, Designer: Customer: PROBUILD- FOREST GROVE Company: BOISE CASCADE BMD Code reports: ESR-1336 Misc: 1 *. 1 1 .or11 * _ 1 1x1 1i ler Is111v. v. v. vw11r ® 11111x . Jr IN 21-09-00 BO,3-1/2" LL 577 lbs B1,4-1/2 DL 144 lbs LL 582 lbs DL 145 lbs Total Horizontal Product Length=21-09-00 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Floor Load Unf.Area(psf) L 00-00-00 21-09-00 40 10 16 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 3,752 ft-lbs 39.3% 100% 1 1 - Internal Completeness and accuracy of input must End Reaction 727 lbs 40.4% 100% 1 1 - Right be verified by anyone who would rely on End Shear 702 lbs 32.7% 100% 1 1 - Left output as evidence of suitability for - Total Load Defl. U532(0.479") 45.1% 1 1 particular application.Output here based Live Load Defl. L/665(0.383") 72.2% 1 1 on building code accepted design Max Defl. 0.479" 47.9% 1 1 properties and analysis methods. Installation of BOISE engineered wood Span/Depth 21.5 n/a 1 products must be in accordance with current Installation Guide and applicable %Allow %Allow building codes.To obtain Installation Guide Bearing Supports Dim.(L x W) Value Support Member Material or ask questions,please call BO Wall/Plate 3-1/2"x 3-1/2" 721 lbs n/a n/a Unspecified (800)232-0788 before installation. - B1 Wall/Plate 4-1/2"x 3-1/2" 727 lbs n/a n/a Unspecified BC CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM^ BCI®, Notes BOISE GLULAMTm,SIMPLE FRAMING Design meets Code minimum (L/240)Total load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM Design meets User specified(L/480) Live load deflection criteria. PLUS®,VERSA RIM®, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Composite El value based on 23/32"thick sheathing glued and nailed to joist. Products L.L.C. • Page 1 of 1