The URL can be used to link to this page

Specifications (20) momiCoRI � 5��/�'` M u 1V T€A N, P.E. ` 3 I S r S G�/ Gr/6/ ft7Uz, CONSULTING ENGINEER R1 CEIVED Structural Calculations OCT 17 2012 For CM'OFTIGARD BUILDING DIVISION Mission Homes NW — Plan 2312 Highland Hills Lot 1 Washington County, Oregon September 18,2012 ON' PR pFes .�G1 (Sib 447 'Q v 1 OREGON r 44A i!NN ` cvr ices: 11/6 II Job No:12084 ' ' ' LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 — L- 14 Framing Analysis F-1 —F- 12 3204 NE 166th Ave Vancouver WA 98682 : 503 313 3011 CELL : 360 8831556 FAX : corina@consultcorina.com • • Structural Calculations For Mission Homes NW — Plan 2312 • Job No:12084 ` LIMITATIONS ' ' ' ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME, NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO SE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents - Design Criteria Lateral Analysis L-1 — L- 14 _ Framing Analysis F-1 — F- 12 STRUCTURAL DESIGN CRITERIA Dead Load: A. Roof 15 psf 5. 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 5. 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 A 5'41;41 N, P.E, CONSULTING ENGINEER rr r 3204 NE 166th Ave Vancouver WA 98682 : 503 313 3011 CELL : 360 8831556 FAX : corina@consultcorina.com cDR 1 NA Plan 2313 M u N T sE A N P E. Job Na 12084 By:CM CONSULTING ENGINEER Date:June 12 Sheet I i� 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.12.14-11 with F=12) Ss mapped spectral acceleration for S := 1.00 short periods(Sec.11.4.1) from USGS web site 5, mapped spectral acceleration for := p.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa.— 1'1 Based on Soil _ Site Class D Fv Site coefficient(Table 11.4-2) Fv'— 1'8 SMS:= F®•SS SMS=1.1 (Eq.11. -1) SKI:= Fv-S1 SMt=0.61 (Eq.11.4-2) .- 11.4.43 Design spectrum response acceleration parameters 2 SDS= .SMs SDs= 0.73 > 0.509 SEISMIC 2 CATEGORY SDI 3"St-I1 SD1= 0.41 > 0.20g D per Table 11.6-1 1.2 SDs WOOD SHEAR PANELS Y.= •W R:= 6.5 Table 9.5.2.2 R 1.2.0.73 := 6.5 W V:= 0.135•W 12.4 Seismic Load Combinations E:= 1.3•v (Eq.12.4-3 with redundancy factor=1.3 per 12.34.2) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123.W WOOD SHEAR PANELS I C°RI NA PIan2313 MYNT1AN RE. Job No:12084 By:CM CONSULTING ENGINEER Data:June 12 Sheet: ,2„, SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL 11 -4 11111 —> Psf psf Wind base 1111 ---> Shear Length L:= 49•ft Height Ht:= 30•ft WIND:= L•Ht•(11•psf+ 7.4•psf) SEISMIC WIND=27048 lb Fr Wroof F2 -3. Wfloor -- Intwall Seismic base Shear Aroof:= 49•ft•34•ft Aroof=1666ft2 Afioor:= 49-ft-34-ft •7loor=1666ft2 Wwa118 4.20•ft•49•ft Wwalls=3920ft2 SEISMIC:= (Arc•15•psf+ Affoor•15•psf+ Wwaiis•10•psi•0.125 SEISMIC=10969.14 lb WIND GOVERNS DESIGN CeR I NA Plan 2313 4441r MYNTfAN PE. Job No 12054 By:CM • Date:Jun e 12 She et: L;e-- CONSULTING ENGINEER WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6) VELOCITY PRESSURE qz .00256-lc.Ict•Kd 42.I (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) V3s:= 100 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0-16 := 0.57 qz:= .00256•Kz•Kzt lem.V3s2. qz=12.4 (varies/height) 2 := 0.62 qz:= .00256•Kt•Ke3s ilcqz=13.49 0.66 qz:= .00256-lc-Kzt qz=14.36 25'-30' K2:. 0.70 qz:= .00256.K.,•Ict•Kd•V3s2.1 qz=15.23 a Co R I NA Plan 2313 e , M Lli N T c A N, Pg. Job No:12084 By:CM Date:June 12 Sheet: L., "CONSULTING ENGINEERCONSULTING WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6)cant. WIND PRESSURE P:= gz•G•CI, G:= 0.85 Gust factor C, pressure coefficient AT WALLS 0'-15' WINDWARD P,,,:= 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 PN,:= 13.49•psf•0.85.0.8 PW,=9.17 psf LEEWARD PL:= 13.49.psf•0.85.0.5 Pi. =5.73 psf 20'-25' - WINDWARD PH,:= 14.36•psf.0.85.0.8 P,=9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL =6.1 psf AT ROOF 0'-15 WINDWARD PN,:= 12.4.psf•0.85.0.3 PN,=3.16psf LEEWARD Pt:= 12.4•psf.0.85.0.6 PL =6.32psf l 15'-20' WINDWARD PW:= 13.49-psf.0.85.0.3 P,„,=3.44 psf LEEWARD Pi.:= 13.49•psf•0.85.0.6 PL =6.88 psf 20'-25' WINDWARD PW:= 14.36•psf•0.85.0.3 Pb.„=3.66 psf -- LEEWARD PL:= 14.36•psf•0.85.0.6 PL =7.32 psf 25'-30' WINDWARD P,w:= 15.23•psf•0.85.0.3 PW=3.88 psf LEEWARD P1= 15.23•psf•0.85.0.6 Pi.=7.77 psf C d R I Iii.A PI , 2313 YI Job No:12084 By:CM CONSULTING ENGINEER .. Date:June 12 Sheet: .0 WIND DESIGN IS BASED ON ASCE 7-05 METHOD 2-ANALYTICAL PROCEDURE (Figure 6-6)cont. 3 .7i Assum e Cp-0.3 psf psf := 35 00‘ 7Cp--0.6 9ft 9.11 psf 6.1 10 ft psf Mean Roof Height 19+ 31 =25 2 Loads at Roof roof-max Windward 3.88•psf•11•ft=42.68pif Leeward 7.77•psf•11-ft=85.47 p1f Wall loads at upper level at main level Windward 8.43psf-4.5•ft=37.94plf 8.43•psf.9.5•ft= 80.08plf Leeward 5.73•psf•4.5•ft=25.79 plf 5.73•psf.9.8ft=54.44p1f gt)m _--------------r*:-.4;L----s..-Th---Th-------..._- • -Mb. - :. - mi. <CA ......_; „\eor 4a.g.: T .®.L,®-...d, i 14I. A .I 4----\\ . 1 J _J li: I r I _ I a 4 'i J .. V vs1 vs :1:31--- — 1,g4 6/bxS/b SDN TEPP :I- MI id) 3/0x5/091,3/OxbpF70) 3/0x5/091.*"`"'"Arri FS �,,_ MSIR BATH z zr er5 1 vi 16 ! t r - I MAS S (TE 1 �'`� M# '!!..— x10/ r"01 V t hii Vri :,,,,,s70.:, 'ss 1��} LII �JR _ i 12/8x10/6B5 �- , 1 uNew /ryq� l� otrit i _ ..--` (2)3Jbi��O�' u BEDRM 2 le r 11 12/8x10 (2)3/0x5/0 94. 14- L...--4 6 (NM? e AVIIA t,e\w„ (,;, 5:,01 ' .iLloI EOM `.'BANS 14641E COVERED PATIO F �NOOK LIVG ROOM 15/4x13/7Weir "AST.CAS WATfR„" - M_`--- r �RArN MC SPACE II rxA,r`xs`r `f /gGARAGE �9 ^� 147ALIT SrCk'' b `"' fi �� c-- I ,r__ _________________ 1 a l 1 Aill"."-- 2-..., el' 1 & if I ! r-------f- 3/3'2/0'"NLS • 9 7 x 11 10 cbf`Ffikr -5,---------________. -__________> 11 Wii.. k. 1Z)11_,g1- f gl..7606 C°RINA Plan 2313 MYNTFsAN PE. Job No:120845y:CM eiCONSULTING ENGINEER Date:June 12 She et �r SHEAR WALL DESIGN PdI P d I 4 W d 1 4,„ , 1, 1„, 1,' If / ,, 431 ---- p (v) P:= wind Y ,:e?-ir Y:= seismic s �„ ytk 42`" ,'- _- „y amu, ." L R=HoIdown V Force Based on 2009 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 L2 -- Resisting Moment: Mr:= 0.6•(Wdi + Wwaii)•(2 + 0.6•Pdi'L Holdawh Force R: Moc Mr _ L (;°R I NA Plan 2313 _ MYNTCAN P E Job No:12084 6y:cM CONSULTING ENGINE Date:July 2010 Sheet: 0 Front Elevation Exterior Walls Second Level Wind Force P:= 3052.lb P=3052 lb Length of wall L:= 3.5•ft•2+ 5•ft L=12ft Shear v:= L v=254.33 plf 474: 3.5 Overturning Mot:= P•9•ft• 12 Mot=8O11.5lb•ft Moment Resisting Mr 0.6•(15•psf•4-ft+10•psf•9•ft)•(3.2ft)2 + 0.6.600•Ib•3.5.ft Moment Mr=1811.251b•ft Mot— Mr Holdown =1771.51b Force 3.5•ft Main,Level Wind Force P:= 4392.Ib P=43921b Length of wall L:= 2•ft•2+ 2•ft•2 L=8ft 2.3.5=7 Shear Wind v:= L v=549p1f 2 Overturning Mot:= P•7•ft•8 Mot=76861b•ft Moment Resisting Mr:= 0.6•(15•psf•4•ft+ 10.psf.19.ft)•(22ft)2 + 0.6.800.Ib.2.ft Moment Mr=12601b•ft Mot — Mr Holdown =3213 lb 2•ft Force C°R 1 N. A Pian 2313 MU N c A N PE. Job No:12084 6y:CM CONSULTING ENGINEER Date:Jun e12 Sheet: le..."1 Interior wall at garage Main Level Wind Force P:= 3082•Ib P=3082Ib Length of wall L:= 10•ft+5.ft L=15ft Shear v:= — v=205.47pIf 0 5 Overturning M := P•10•ft•15 M�=10273.331b•ft Moment Resisting Mr:= 0.6.(10•psf•16•ft+ 10•psf•10•ft)•(52)2 + 0.6.800•Ib.5•ft Moment Mot— Mr Mr=4350lb•ft Holdown5 ft =1184.67 lb Force 1416 CeR I N A Plan 2313 M Y N T V A N P E. Job No:12084 By:CM CONSULTING ENGINEER Date:Jun e 12 Sheet: Line Rear Elevation Exterior Walls Second Level Wind Force P:= 3934.lb P=3934 I b Lengthofwall L:= 7•ft+ 3•ft+ 3-ft L=13ft Shear v:= L v=302.62plf 3 Overturning Mot:= P•9•ft•13 Mot=8170.62Ib•ft Moment (3•ft)2 Resisting Mr:= 0.6•(15•psf•2-ft+ 10•psf•9•ft)• 2 + 0.6.600•lb•3•ft Moment Mr=14041b-ft Mot— Mr Holdown =2255.54 lb Force 3-ft l Vr"'I Main Level Wind Force P:= 5140-lb P=5140 lb Length of wall L:= 3-ft+ 3•ft+ 3•ft+ 3-ft L=12ft Shear v 0— v=428.33plf p 3 Overturning Mot:= P-10-ft.—12 Mat=12850lb-ft Moment 2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft+ 10•psf•19-ft)•{32) + 0.6.6004-3-ft Moment Mot— Mr Mr=1890 lb-ft Holdown =3653.33lb 3•ft Force COR I NA Plan 2313 M U T c A N PE. Job No:12084 By:CM % r Date:June 12 She et: CONSULTING ENGINEER Right Elevftion Exterior Walls Second Level Wind Force P:= 2176•Ib P=2176 lb Length of wall L:= 14•ft+ 24.ft L=38ft Shear v L v=57.26 pif 14 Overturning Ma:= P•9•ft•38 Mot=7215.16Ib•ft Moment (14-ft)2 Resisting Mr:= 0.6.(15•psf•17.ft+10.psf•9•ft)• 2 + 0.6.600.Ib•14•ft Moment Mr=253261b•ft Mot— Mr Holdown =—1293.631 b Force 14-ft Main Level Wind Force P:= 4454•Ib P=44541b Length of wall L:= 16•ft+ 26•ft L=42ft Shear v:= — v=106.05plf s(E) 16 Overturning Ma:= P•10•ft•42 Ma=16967.621b•ft Moment (16 ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+10•psf.19.ft)• 2 + 0.6.800•lb.16•ft Moment Mr=41556Ib•ft Mot— Mr Holdown =—1555.52 lb 16 ft Force C 0 R I NA Plan 2313 PilYNTCAN PE. Job No:12084 By:CM CONSULTING ENGINEER Date:June 12 Sheet: /ILI Left Elevation Exterior Walls Second Level Wind Force P:= 2176•Ib P=21761b Length of wall L:= 13•ft+ 19.ft L=32ft Shear v:= — v=68plf 13 Overturning Mot:= P•9.ft•32 Mat =7956Ib•ft Moment (13.ft)2 Resisting Mr:= 0.6•(15•psf•17•ft+ 10•psf•9•ft). 2 + 0.6.600-Ib•13•ft Moment Mr=22171.51b•ft Mot— Mr Holdown =—1093.5 lb Force 13-ft Ma/n Level Wind Force P:= 4454•Ib P=44541b Length of wall L:= 37•ft L=37ft Shear v:= — v=120.38p1f0 Overturning Mat:= P•10•ft Mat=44540Ib•ft Moment (37.ft)2 Resisting Mr:= 0.6•(15•psf•17.ft+ 10.psf-19•ft). 2 + 0.6.800-lb-37•ft Moment Mr =2.01 x 105 Ib•ft Mat— Mr Holdown =—4215.721b Force 37 ft 0/ , 4\2 _,, \V fl,,c-A .i>,... r ., r --iTT-ry"— Ocsirl) . 1 .091\ i f ^E 1 ! I EL______,/ 1\4*e I l_• 1\ \ 4e2 ' IIIIT LI La 46 e-74 i 41s 6 8' T tS'N Ai/ --7-- r / 1_2_4 11Pij 0 ii 1---3---8----4 r f;k: -tzt. cc107J4 __omit 041 i*l_..,0j "o Project: Corina Muntean PE Inc aa Location:AIL. 3204 NE 166th Ave Multi-Loaded Multi-Span Beam a Vancouver,WA 98682 [2009 International Building Code(2005 NDS)] ^ or 375 IN x 7.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:31.8% StruCalc Version 8.0.106.0 6/29/2012 5:48:59 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U1897 Diad Load 0.02 in Total Load 0.05 IN 01107 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 713 lb 713 lb Total Load 1713 lb 1713 lb rr� Bearing Length 0.78 in 0.78 in ' BEAM DATA Center Span Length 5 ft A g Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch(North) Beam Self Weight 5 plf Base Values Adjusted Total Uniform Load 5 plf Bending Stress: Fb= 850 psi Fb'= 1105 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.30 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 400 plf Cd=1.00 Left Dead Load 280 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 400 plf _Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Dead Load 280 plf Comp.--to Grain: Fc--L= 625 psi Fc-1'= 625 psi Load Start 0 ft Load End 5 ft "Controlling Moment: 2142 ft-lb Load Length 5 ft -2.5 Ft from left support of span 2(Center$pan) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1713 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: 23.26 ln3 30.66 in3 Area(Shear): 14.28 in2 25.38 in2 Moment of Inertia(deflection): 24.09 in4 111.15 in4 Moment: 2142 ft-lb 2823 ft-lb Shear: -1713 lb 3045 lb Project: �;t ! Corina Muntean PE Inc Locatior -,- 3204 NE 166th Ave / Multi-Loaded Multi-Span Beam '' Vancouver,WA 98682 [2009 International Building Code(2005 NDS)] °r 6.5 IN x 11.5 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:72.2% StruCalc Version 8.0.106.0 6/29/2012 5:47:52 AM C+Sntrolling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/4448 Mad Load 0.01 in Total Load 0.02 IN 112590 I Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 1 ' REACTIONS A4 a Live Load 1555 lb 2145 lb 3 Dead Load 1125 lb 1526 lb Total Load 2680 lb 3671 lb TRI Bearing Length 0.78 in 1.07 in rRz j BEAM DATA Center Span Length 5 ft sn _...—_ __.__ -_ Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch(North) Beam Self Weight 13 plf Base Values Adjusted Total Uniform Load 13 plf I Bending Stress: Fb= 875 psi Fb'= 875 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 2000 lb Cd=1.00 Dead Load 1424 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 3.5 ft -Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc-1= 625 psi Fc--L.'= 625 psi Load Number One LwQ -Controlling Moment: 5132 ft-lb Left Live Load 400 pit 200 plf -3.5 Ft from left support of span 2(Center Span) Left Dead Load 280 plf 120 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 400 plf 200 plf Controlling Shear: -3671 lb Right Dead Load 280 plf 120 plf At right support of span 2(Center Span) Load Start 0 ft 3.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft 5 ft Load Length 3.5 ft 1.5 ft Comparisons with required sections: Read Provided Section Modulus: 70.38 in3 121.23 in3 Area(Shear): 32.39 in2 63.25 int Moment of Inertia(deflection): 64.6 in4 697.07 in4 Moment: 5132 ft-lb 8840 ft-lb Shear: -3671 lb 7168 lb 01 #74,,h ,31.4,,,y.lip : , TA-11--- %�.I > 1 n q1 ..t.,.! , .. 1 1 , r " 1 {rli C 53)1 9 ill1,,,:,-, -, NI i 1 iil ' �� , __ 11, -� I , °' 'I ' HT1. 1 I 1 1 , I1111jj£ 'r c '1III1 1 1 1 1 1 1 1 1 1 1 1 ;1 I I 1 I 1 I 1 , 111 I l l l l l l l f I I I I I 1 I I I I I yo uco 1 iiI I If----, 1 , , 1 ! I 1 , 1 tl.. Y 4LL+::L I' g71 IIii , ,{ III1 I � 1111111 1111 IIIpi jIj ; I ! I 1 I jM, II " 1 I I 1 1 1 1 1 i f/l- 1 1 ; -� '� ,=7=. 1 f i I 1 , LN ' lillll Illi �'* IIIIiI ! II __ 1 rillii ! ! ! ! ! ! iildlildilllilll' I ` 1 �Ll �� ,f IIIIIIIIIII 1H.Jrii 1I , 1I 1 IIIIIIII I, f� Hili ! ! ! ! , . 111 ®111 ' ' ' iLiiiii IIIIIIIIiiilll ''� I-raice i_i_121,_443'4_1-13-4-4-,Li awo+oua avw aal aw 4 1 1 I I III I - ow I/ r^�n i 1 1 , 1 �, I, I Q Z. �I y Y m in......pasima -A__-4-1—GPS' kw om4 A 11-A -� r n • �,," R [ PIan2313 'Y N TVA N PE. Job No:1208413y:CM CONSULTING ENGINEER ..F.-- Daus:Jane 12 Sheet • pr,11 0 rill— ►-Y(P= 31Drk- v p' 0/46 me3v, c. fit. U o f - 0 14-- 4*rid A qry i6- A, Vii 61` ttm , di-lc, 111111111.1111111111 , 4, 12, 6- 0 ..- --trit, 0_1(„ „4, er--- -11-17 rib ?cit.., 1011 --i--------ft 1p ?i - 14-1(4161-- 0 J., %or, 012--7 te2,,E2_,Ii 100-2— i>„t_6., , Project: Corina Muntean PE Inc Pag `fC Location: 1 3204 NE 166th Ave / Multi-Loaded Multi-Span Beam Vancouver,WA 98682 12009 International Building Code(2005 NDS)] of 5'125 IN x 13.5 IN x 16,0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:77.7% StruCalc Version 8.0.106.0 6/29/2012 6:12:07 AM Controlling Factor:Moment LOADING DIAGRAM 1 DEFLECTIONS Center Live Load 0.27 IN U707 Dead Load 0.16 in Total Load 0.43 IN L/446 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L1240 1 REACTIONS A B Live Load 2575 lb 2925 lb 1 Dead Load 1505 lb 1714 lb Total Load 4080 lb 4639 lb TR1 Bearing Length 1,22 in 1.39 in BEAM DATA Center �s a Span Length 16 ft A �___ .____ Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center CamberAdj.Factor 1.5 Uniform Live Load 0 plf Camber Required 0.24 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 15 plf MATERIAL PROPERTIES Total Uniform Load 15 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One. Bending Stress: Fb= 2400 psi Controlled by: Live Load 700 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 419 lb Cd=i.00 Location 12 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 300 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 160 plf Camp. L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Right Live Load 300 plf Controlling Moment: 17520 ft-lb Right Dead Load 160 plf 8.64 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 16 ft Controlling Shear: -4639 lb Load Length 16 ft 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: 87.6 in3 155.67 in3 Area(Shear): 26.26 in2 69.19 in2 Moment of Inertia(deflection): 565.25 in4 1050.79 in4 Moment: 17520 ft-lb 31134 ft-lb Shear: -4639 lb 12223 lb Project: Corina Muntean PE Inc va ® ~1" Location:2 *z 3204 NE 166th Ave Multi-Loaded Multi-Span Beam Vancouver,WA 98682 [2009 International Building Code(2005 NDS)] 5.125 IN x 15.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:27.4% StruCalc Version 8.0.106.0 6/29/2012 6:14:05 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.50 IN L/459 Dead Load 0.14 in Total Load 0.64 IN L/356 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS 8 B Live Load 4180 lb 4180 lb Dead Load 1203 lb 1203 lb Total Load 5383 lb 5383 lb TR1 Bearing Length 1.62 in 1.62 in BEAM DATA Center Span Length 19 ft diiiiillMill Unbraced Length-Top 0 ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center CamberAdj.Factor 1.5 Uniform Live Load 0 plf Camber Required 0.21 Uniform Dead Load 0 plf jNotch Depth 0.00 Beam Self Weight 17 plf i MATERIAL PROPERTIES Total Uniform Load 17 plf 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adiusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 440 plf Fb_cmpr= 1850 psi Fb'= 2371 psi Left Dead Load 110 plf Cd=1.00 Cv=0.99 Right Live Load 440 plf ,Shear Stress: Fv= 265 psi Fv'= 265 psi Right Dead Load 110 plf Cd=1.00 Load Start 0 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load End 19 ft -Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 19 ft Comp.-1-to Grain: Fc--1-= 650 psi Fc--1-'= 650 psi .Controlling Moment: 25571 ft-Ib 9.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5383 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: 129.44 in3 192.19 in3 Area(Shear): 30.47 in2 76.88 in2 Moment of Inertia(deflection): 1131.55 in4 1441.41 in4 Moment: 25571 ft-lb 37967 ft-lb Shear: 5383 lb 13581 lb Project: lb pa Corina Muntean PE Inc Location:3 3204 NE 166th Ave Multi-Loaded Multi-Span Beam Vancouver,WA 98682 of [2009 International Building Code(2005 NDS)] 57125 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:37.5% StruCalc Version 8.0.106.0 6/29/2012 6:19:13 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.36 IN L/539 Dead Load 0.23 in Total Load 0.58 IN L/330 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2059 lb 3241 lb Dead Load 1460 lb 1854 lb TRS Total Load 3519 lb 5094 lb w Bearing Length 1.06 in 1.53 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1.5 Uniform Live Load 200 plf Camber Required 0.34 Uniform Dead Load 150 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 363 plf 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 300 plf Fb_cmpr= 1850 psi Fb'= 2400 psi Left Dead Load 100 plf Cd=1.00 Right Live Load 300 plf .Shear Stress: Fv= 265 psi Fv'= 265 psi Right Dead Load 100 plf Cd=1.00 Load Start 9 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load End 16 ft "Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 7 ft Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi .Controlling Moment: 16997 ft-lb 9.28 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5094 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: 84.99 in3 123 in3 Area(Shear): 28.83 in2 61.5 in2 Moment of Inertia(deflection): 536.64 in4 738 in4 Moment: 16997 ft-lb 24600 ft-lb Shear: -5094 lb 10865 lb Project: Corina Muntean PE Inc oaf-1 Location:4 3204 NE 166th Ave /of Multi-Loaded Multi-Span Beam Vancouver,WA 98682 [2009 International Building Code(2005 NDS)] 37125 IN x 9.0 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:82.7% SLOADI Version 8.0.106.0 6/29/2012 6:15:23 AM Cantrolling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.16 IN U695 Dead Load 0.04 in Total Load 0.20 IN L/548 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1620 lb 1620 lb Dead Load 432 lb 432 lb Total Load 2052 lb 2052 lb TR1 Bearing Length 1.01 in 1.01 in BEAM DATA Center Span Length 9 ft Oft- Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1.5 Uniform Live Load 0 plf Camber Required 0.06 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 6 plf MATERIAL PROPERTIES Total Uniform Load 6 plf 24F-V4-Visually Graded Western Species TRAPEZOIDAL LOADS-CENTER SPAN Base Values Adjusted Load Number Qn� Bending Stress: Fb= 2400 psi Controlled by: Left Live Load 360 plf Fbcmpr= 1850 psi Fb'= 2400 psi Left Dead Load 90 plf Cd_=1.00 Right Live Load 360 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Dead Load 90 plf Cd=1.00 Load Start 0 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load End 9 ft `Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Length 9 ft Comp. to Grain: Fc- L= 650 psi Fc-a-'= 650 psi Controlling Moment: 4618 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2052 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: Read Provided Section Modulus: 23.09 in3 42.19 in3 Area(Shear): 11.62 in2 28.13 in2 Moment of Inertia(deflection): 98.4 in4 189.84 in4 Moment: 4618 ft-lb 8438 ft-lb Shear: -2052 lb 4969 lb Project: Corina Muntean PE Inc Pagel V Location:5 3204 NE 166th Ave Multi-Loaded Multi-Span Beam (t, Vancouver,WA 98682 f2009 International Building Code(2005 NDS)] /of 1.5INx11.25INx15.0FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:59.3% StruCalc Version 8.0.106.0 6/29/2012 6:16:55 AM Cdntrolling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN U1400 Dead Load 0.09 in Total Load 0.22 IN L/818 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L1240 j REACTIONS A B Live Load 563 lb 563 lb Dead Load 400 lb 400 lb Total Load 963 lb 963 lb TRI Bearing Length 0.44 in 0.44 in BEAM DATA renter - Span Length 15 ft is s ---- —=_ - Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch(North) Beam Self Weight 8 plf Base Valyaee Adiusted Total Uniform Load 8 plf Bending Stress: Fb= 850 psi Fb'= 935 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.10 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 75 plf Cd=1.00 Left Dead Load 45 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Right Live Load 75 plf .Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Dead Load 45 plf Comp.-1-to Grain: Fc-1= 625 psi Fc--i-'= 625 psi Load Start 0 ft Load End 15 ft "Controlling Moment: 3610 ft-lb Load Length 15 ft 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: -963 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: Red Provided Section Modulus: 46.33 in3 73.83 in3 Area(Shear): 8.02 in2 39.38 in2 Moment of Inertia(deflection): 121.83 in4 415.28 in4 Moment: 3610 ft-lb 5752 ft-lb Shear: -963 lb 4725 lb r -► r 7 s I a i lal L__JL-.J L_1 c:tNit._ 0 I 3Wie I- -I I ti-/ 1 I 1 1 I I fil- \4- \14:1:1- rii I I (-) 1 1el I I t I u,7s, a ----- ----- � I 1,0)Z�v ,�,,, -t------e----__L I"sem �� a°°°�,IV `1 I stn t pa 1 pVOa syn ��,1,+,/M -040 �h I /In IS �NCo t4 ` °)2 .*-____-i=;------;- QI r 1 I I I (_�j -----;{--{-- I J -Ali-+'.3------r '7" --.el..)---.-- �� NMI VW ino ams e"'",\ r I I I r-1 r I rr4 I g_.-4C.4.- r__�-a.- __------Cif; ---F— ..Y- )== attCr1Vro r---1II 1 I 'ts l I C°RIMA Plan 2313 TVA N lb lb Job No:12084 By:CM 4. CONSULTING ENGINEER psi:= 2 plf:= ft Date:June 12 Sheet: „1,20.. ft ,Foundation Design SBP:= 1500•psf assumed continuous foundation footing 15 inches wide with a 8 inch stem that is 18 inches tall forl8intall Allowed Load A:= (18•1n + 8•1n+ 18•1n)•15•in A=4.58ft2 Allowed Load SBP•A=68751b IFFAMIll 18 in Size Area Capacity f8"dia. A:= 3.14-(9.1n)2 Pall 1500•psf•A fall =2649.371b 24"dia. A:= 3.14 (12 in)2 Pall:= 1500•psf•A Pall =471016 24"x24" A:= 24•1n•24•In Pall:= 1500•psf•A Pail =6000 lb 28"x28" A:= 28•1n•28•in Pail:= 1500.psf•A Pall=8166.67 lb 30"x30 A:= 30•ln•30•In Pan:= 1500•psf•A Pau =93751b 36"x36" A:= 36•In•36•in Pali:= 1500•psf•A Pail=13500 lb 42"x42" A:= 42•in•42•In Pail:= 1500•psf•A Pau =18375lb Continuous Footing 12 inch wide Capacity 1500•psf•12•In=1500 plf 15 inch wide Capacity 1500•psf•15•in =1875 plf