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Specifications (10) • c pW U INCENGINEERING / " Ph: (503) 810-8309g►ne p / 3 ��' �� Email: pwUen S 61/ 7Q ering@corncast,net Lateral Str " • Job#: MC1317g al Analysis Calculations Only: Date: 12/02/13 Client: G >�. Pro Gertz Fine Ho Project. The Falcon Portland, • • • • • • • • • • Pfp'k G c ' { ea • • • • • • r ;06130 014 • • • • • • • • • • The following calculations • • foundation • system, are for a,lateral of ourThe wind w responsible for and done Vertical en and seismic engineering only and are means a to this eng�neeri design is includes the foundation • and methods of design, p E 9 represents the based with construction finished on information undation thee! a Conventional PVw En workmanship shall have Product. -Discrepancies by the gn' is °utside the active Engineering Inc. P or materials. he Iia product. u(expressed, fro client who is solei • passive, shall have no obligation ( pressed rn info consequential damagePuted negligence) or implied enation provided of liability, whether with r or otherwise, arising aspect to the , for loss or use, avenue contori(including ova of profit,.or for an other;ncid�ental'og pWU ENGINEERING INC. Jr comcast.net wuengineering© vertical Ph: 503 810-8309, Email.. P alcon 4 Lateral Engineering Only. calculations are for F The following e of work. • engineering is outside the scop Wind Loading: per ASCE 1. Fig 6-2 elevations for wind loading breakdown per level. - See• Tph attached sec gust Exp B •• Themean roof height of the house Them h=28, approximately. 11111111;46f?Ill'r- -40- ,,,..7 MO • RS �``�. 00 Ertd 72nes . ����l�� Direction 294101 � a: R5 • 4• Direction t40 2a End Zones • .4 . Ione may occur at any caner otthe Note.End .. building.= .10`40' =4' orfor h=28' 11.2' a=.4(b) '4(28) =4' controls n :04(40')=1.6' and 3' a larger tba a must be • Figure above. " a 'l andFig ,Therefore: 8' see Fig 6-2 ASCE 2a category perO.R.S.C • is design _weight of structure Seismic Loading: D1 SD m .76,R�R X'4)1 W V =[1.2 SDs( V .-------..100 W Roof Dead load= 15 psf i,.,�, W Floor Dead load= 15 psf f all Dead load 6 pss f Interior Wall Dead load= 12 p Exterior .d. 4. Wind per ASCE 7 Project The Falcon 4 Direction Front to Back PWU ENGINEERING INC. 3s Gust • Speed Ex Roof 95mph p B Angle 11111 Least 26.6 1.00 L(ft) havc(ft) /'" 6:12 40.0 28.0 illtigioliVe" • 01 • 4.0 ft ��' o �� Check 10psf.min a or=® 1%1:42`"ee � „ 13.0 sf load across all and a> D. 4.9ps1.6 ft �'`�.�. zones. and a> , WR 3.0 ft ® D4ectan ® End Zones 8.0 ft Note:Entl:yie ep bWUnq Yoccur et em' nn ofthe 8.0 • 24.0 8.0 , ailliza4.0 10.0 4.0 ® 10.0 hp (ft) - 4.0 4 W(plf) 0.0 100 101.0 allEmu 0.0 0.0 110.5 plf 150.0 0.0 0.0 10Psf min load: 140.0 plf 100.0 0'p 0.0 Governing value: 140.0 plf 50.0 WZ o.o ® •8.0 24.0 100 8.0 3.5 ® .r` 10.0 6.0 ,� ho(ft) .173.9 130.4 10.0 - 173.9 _104.4 ® 144.3 plf 200 0 0.0 0.0 • 10psf min load: 0.0 0.0 • 0.0 :.:Governing value: 96.8 plf 100 0 144.3 plf A, W� 0.0 hp(ft) W(plf) 0.0 • 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 #DIV/0i 0.0 • 10 sf 10 P 'min load: #DIV/0! Gaveming value: #DIV/0! o.s - 0.0 Wind per ASCE 7 Project The Falcon 4 Direction Side to Side 3s Gust PWU ENGINEINC. Speed Ex Roof GI 95mphalliii:i An.le IN Least 39.8 1.00 W(ft) h - . 10:12 40 p AVG(ft) , anneu 16. 28.0 1 �sf \ `110. �!- �� Check 1 4.0 ft '`1� 12.9 .sf • load, Opsf min • ora=® �0 Entlz D. 8.9 psf across all • and a> ' � *�•,# - zones. ands>2.........._3.0 1.6 ft +.a1"1� • WR 3.0ft . �S -•• ,Riniiiiiii� � MMFRS • ® End Z Ze e- D6eCEO '•8p 8.0 ^tee"Entl za,e °"°. .0 ft ,buyµ . ^bY occn qt pm o/the . 9.0 37.0 ho (ft) 4.Q - W(plf) 9.0 8•D. 0.0 144.9 • •0.0111112223.0 144.2 plf 00.0 - 10psf min load: 200.0 0.0 V•Governing 115.5 Plf 0.0 V • g value: 144.2 p► �oo.o ..O.Q 0.0 W 2 0 2.0 6.0 6.0 10.0 .0 6.0 15 7.0 5. 5.5 1.0 4.5 10.0 6 W(plf) 10.0 4.5 96.6 161.0 1.46.4 alltajrd 146.4 , 1610 1 W2 AVG 135.4 plf o• 10psf min load: 20096.6 Governing97.'8 plf • . 0.0 value: 100.0 0.0 0:0 135.4 pl • W Io.o • h0 (ft) W(plf) 0.0 { 0.0 0.0 0.0 0.0 #DIV/Q,, to 0.0 0.0 • 10psf min load: #DIV/01 O.0 Governing value: #131V/0! o.s� 0.0 0.0 • • • • • • • • • • • • • • • • • 1142 • • • • • • • • • 14:71' S 11111 .41- '''Rulf°ui°d`°a'°••r� l. • eat Mit-60,6 Rie Im2=2_ 11111=== rar- mvilliftra: 1....---0:1111111111111 •- `..Win.. . .1, ......_..................imm____ii_____il___________________--r.: ....z. /Ix: ........................... se _ffsmins, mu PIA.P4 fq.j • • • • • REaR__ EVATION SCALE, 1/4".p.7— • • • A Seismic & Governing Values Project The Falcon 4 Seismic LoadingO.R. .SPw�/ENGINEERING per latest edition of O.S.S.C,and INC. .C. V=[1.2 Sps/(R x 1.4)]W Desi n 9 Category SDS Roof Dead Load: 15psf 6.5 0.76 Floor Deadp1 • Load: 15psf Interior Wall Qead Load:6psf • • Exterior Wall Dead Load: 12psf ® 0.100* • Check Seismic Front to Back vs Wind .' • • - • �+�� [0.100 • . [0.100 * (15+5+3)+4), * 46 ft] = 106.0' I Wind • IOC [0.100 (15+5+3+4) 52 ftj, + 106.0 pl = 246.7 F 140.0 pl Wind Go`ve - : + 246.7 if= p < #blV/ ! WindDIV ms p 246.7 p! #DIV/0! #151V/0! Governs Check Seismic Side to #DIV/0! Side vs Wind ® 10.100 (15+5+3) • * 40 ftSeismic [0.100 (15+5+3+ * 7 92.2 pl • < • = Wind - • ® [0.100.* (15+5+3+4)) * 40 ftj + 92.2 pl 200.4 PI ., '144.2 pl Wind Governs + 200.4 < 279.6 VVind Redundancy plf= 200.4 pl #DIV/0! #DIV/0!I DIV/0 Governs y factor= 1.0 per ASCE 7 section 12.3.4.2 • • • • • • j M • • • w • SHE ARWALL SCHEDU • • ML E (a m) ARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO'CONCRET ONLY REQ'D ON NUMBER SHEATHING E INTERIOR SMEARWALLS. A NAIL SIZE SPACING SPACING CONNECTION.Note: (c) SILL E TION. SHEARPSTRANSFER CAPACITY is"OSB (1)SIDE 8d 6„ , CONNECTION. Note(g) .. CLIPS(h) CAPACITY B fa"OSB (1)SIDE(f) 8d ®�,Dia.A.B. @ 3p' o/c 16d @ 4"O/c Lb/Ft(SEISMIC Lb/Ft(WIND) MN4MIN 1i Dia.A;B. A35 @ 14,'o/c IMMIIIIMMI is"OSB (1) SIDE(e,f) 8d 2 ,@ 18 o/c(m)• 16d @ 2z"o/c . A35 @ 10" D Ti"OSB (1) SIDE(e,f) 8d ® j "Dia.A.B. q1 2"0/c(m) 16d @ 2"o/c °/c 395 ®®-'"Dia.AB. @ 11"o/c(m) '16d @ 2"o/c A35 @ 8"oo/c 5050 ©is"OSB (2) SIDE(d,e,f) 8d 2707 A35 @ 6 v 1s"OSB (2)SIDE(d,e,f) 6 z°Dia.A.B.• �� - ���c . 670 .` 9'38 8d 4"Staggered - •@ 12 o/c(m) 16d @ 2"o/c A35 8" 510 11211 ���OSB2 Dia.A.B. @ 8"o/c(my@ °/c 1s (2) SIDE(d,e,f) 3"Staggered 16d @ 3"o/c(2)rows staggered*A35 : 714••' OSB 8d ' Sta ered ®2"Dia.A'B.*@ 7"o/c m 16d@ T o/c " 79O 1106' ©s (2) SIDE(d,e,f) 8d 2"Staggered i„ O @ 2"o/c(2)rows staggered ' ®2 Dia.A.B. @.52"o/c(m) g HGAI OKT @ 8"o/c 1010 , Notes: 16d @ 12,o/c(2)rows staggered HGA1OKT @ 6"o/c ` '`1340 I 1414 a) All wall construction to conform to SDPWS Table 4.3A. 1876 b) Use Common Wire Nails for all wood sheathing and cooler nails for gy bpard P , sheathing. r c) A.B. minimum 7"embed into concrete. 3"x3"x4"plate washers req'd at all shear d) Panel joints shall be offset to fall on different framing members Or framing wall A.B. in seismic zone D, E, F. . e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. shall be 3x or thicker and nails on each side shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous to plates: Clips are not required at Gyp Bd walls but blocking is attached per the toenaili • ng See attached typical shearwall details. ng schedule. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. • m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance, On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. • Project Gertz Falcon 4 Location:M-3 • -Multi-Loaded Multi-Span Beam Mark Stewart aaof (2009 international Building Code(2005 ND5)j $•5 iN x 11.5 IN x 5.5'Building i� ,` Mark Stewart home Design #2-Douglas-Fir-Larch- 347 NW 9th Ave :Section Adequate B : .Use Portland,OR 97209 or Y 24.6/d Controlling Factor.Shear • StruCale Version 8.0.112.0 f tivpseugT�'� genial- ,. t DADIMG DI---A- vs 11/29/2013 122:06 PM ' �' e 0,04 IN 111831) • Deatl Load 0.00` in` j • Total Load 0.04 IN U7815 . Live Load Deflection Criteria:0360 • REl>y Total Load Deflection Criteria: 1 ' A. 0240 • Live.Load 5717 lb 2808 lb ' ` Dead Load 38 lb Tctai toad 5755 lb 38 lb rr{� • Bearing Len•ttr 2846 lb 1.67 in 0.83 in ' . n1 $ • nt r w Unbraced Len th- 5'6 :ft Unbraced Length-Bottom 9 Top 0 ft Live 5.6 ft _ Load Qufation Factor 1:00Iiiiiiiiiiiillia• ` Notch De.th _ Uniform RM r na•. 0:00 C Notch SEAL Pf2OPFui rr�. Uniform Live Load • #2-,Douglas-Fir-Larch Uniform Dead Load 550 p!f o • Beam lUnjff Weight 14 p[f Bending Stress: Total Unitorgi Load 8a-- a!tt4S `Fb ,875 psi • l;b'T d • 564 .It Shear Stress:• =1.00 CF-7:00 875 psi alt LOADS-t' krrrA cs F').4= -I psi Fy _ Lead Number 0 Modulus oflas" '• cd=9.otT 170 psi Live Load' 4000 lb • Min.Mod.of Elasfi� E._ ' 130D ksi Dsaq Load O,Ib - t":' .E thin_ E,.=. 1300 ksi _ L'ocatioh• 1.5 ft Comp.bio Grain: - 470 ksi E min'o Fc-1_ 470 ksi • Controlling = 625 psi Fc-1+= 625psi OIDAi r pAD -------.��-CENTFu ce... g Mo►nent: Load•Numher "'—` • 1.54'Ft from left su 6849 ft-Ib Left Live Load Created byppor'of span 2(Center Span Left Dead Load . 3000 plf combining all dead loads and live loads 0.P1f Controlling ShearDads an span(s) Right Dead Load 1000 plf At left support5755 lb 2 Right Load • of span 2(Center Span) .; Load Start 0 plf Created by - combining aIdead loads and live loads on s • Load End._ 0 fl • • pan(sj 2. Load Len•!h, 1.5 ft Comparisons with required sections: • 1.5 ft • Section Modulus: $Ssr i 93.93 , ,. Area;Shear} ! ;121 23'in3. Moment of inertia(deflection50.78 Int; •63 26 int Moment • 137:12 m4697:07 in4 Shear: 6849 8-Ib. 81340 ft-1b . • 5755 lb.' 7168 lb ' • Vage Mark Stewart t ,Mark Stewart Home Design Location:atiM-7 Falcon 4 t 347 St 8th Ava M-7 Portland,OR 97209 Multi-Loaded 009 International Multi-Span neCode(2005 NDS)] 19f29/20131:22:07 PM (20p91ntemationai Building SnuCafc Version 8.0.112.0 5.125 IN-Visually 1N x 16.0 FT •., r,Ant R ' 24F-V4-VisuaiVy Gra 9 0"k esterri:Species Dry Use Section Adequate By: Controlling Factor.Deflection • ••n LLE-Calg-111 z.' San% Live Load 0.49 IN 1/392 Dead Load: '0101 in • Tbtat Laad ` 0:50• IN U383 - Live Load Deflection 6riteria:U360 Total Load Deflection Criteria:L1240 fEz� 4600 lb • Live Load 4600 lb _-- Deaf!Load• . 120 lb 120 lb. Total Load 4720 lb 4720 lb 1sYc Bearin•Len;th . .1:42•in 1.42 in '' , . . 1C .ft Span Length . 0 SBnI� Unbraced Length-Top *350 Stif Unbraced Length-Bottom '•.16'ft Uniform Live Load 1:00 • Uniform Dead_Load•v:00 if, Live tad dDurationFactor •` 1 Beam Self ad Loa. " 10;pit. Camber Adj.Factor 0.01 ' - • TotaldJniform•toad. .365 .•If" 'Camber epth rad. ; r 0.00 �roeP701 LO�IOAQ$'5�: �' Notch Depth •\iAT .A� PROPEftTiS' - toad Number Graded Western Species Ad'_ ' Left'Live Load 300 plf 24F V4-.V,IsuaUy, . . Raab 0'pit Fb= •: 2400 -psi Controledby: Left Dead;Load 300 pt ' Bending Stress: • ,. Fb_cmpr= 1850 SipFb'= 2400 psI Right Live Load 0 plf Right Dead Load 0 I •Cd=1.t?0 268 psi Load Start • fv= 2§5 psi Fv' Load SEar 14 ft Shear stress; Cd=fDO 1800 ksi Load Length 12,R' E= •1800 ksl E r- 930`ksi Modulus of Elasticltyf E^mm= 930 ksi E_min'-= Min..Mad.GrainUcity: Fc-1_' 660-psi Fc--1-'= 650 psi . Comp. IP.Grain: Moment: 20680 ft-lb • •Coriteoitin® support of span2(Center Span) . . 8.0 atfrom Icoeftbi , Created by combining all dead loads and live loads on span(s)2 Shear: 4720 lb Controlling ' 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: 103.4lila 3 1 6g Comp . Section Modulus: .26.72 in2 69.19 int • oa{Shear): 964.04 in4 1050.79 in4 ; Moment • of inertia(deflection): 20680 ftlb 31134 ft-1b Moment: 4720 lb. 12223 lb r Shear: ' Project:Gertz Falcon 4 Location:Gertz " Multi-Loaded Multi-Span Beam • 12009 International M-8 at BuiJdin C '' Mark Stewart page 9, ode(2005 NOS)) i r Mark Stewart Home Design 12009l.7.5(Nx6.0FT #2-�ugias-Fir-Larch_ 347 NW 9th Ave •Section Ad dry Use • Portland,OR 97209 or Adequate By:99.5% • Controlling Factor:Moment StruCalc Version 8,0.112.0 • • N tq i2q • 11/29/2013 1:22:07 PM • five Load 0.04 iN 1/1774 Dead Load., 0.00 in • Total Load 0.04 IN 017 9 Live Load Oeflection Criteria:U360 Total Load deflection Criteria: Ea N$ _ V240 ., s Live Load 1050 lb 1050 lb Dead Load. .27 lb Total Load' 27 lb- . 1077 lb-1.077 Ib • Bearing Len•th • .0.31 .in ,0,31 in •Span Length 6 ft Untraced Length-Top 0 ft • ._ Unbraced•Le s ' • Live Load Oust o nFactor: .6om ;0 • Notch Depth • 0.00 UNIFp— ecynta� Notth b L+iL PROP at arc Uniform Live Load 350 Of fl2-Douglas=Fir-Larch Uniform Dead Load - 0 pff Beam Self Weight Sending Stress: • � Y�hd Total Uniforat't 9 if •p ed 359.. .f -. . ' Pb_ i1 750 psi.. Pb' 750. Shear Stress: psi • Fv- 170 . - . - • • psi Fv'= ':. Modulusof Elasticity Cd=J.00 1'70 psi Min: lus of Elasbcrt - 1300 ksi E_ Comp. L Y E min= 470 ksi 1300 ksi" p to Grajra; Fc-1_' E min... ..470 • ksi 625 psi Fc-1) Controlling Moment: 625 psi 3:0,Ft fri615ftib Greeted b support of'span 2(Center Span - • y•combining all dead loads and live loads on span(s)2 Controlling Shear • At left support ofspan 2 ion lb Created.b /Center Span) • • Y'comtirning all dead loads and live loads on spans)2 • ' Comparisons • • •;with required sections: - . Section Modulus: Pr° • Area(Shear): • 25.84 ir►3 Moment of Inertia{deflection): • 51.56 in3, - , , 9.5 int 41.25 int -Moment 3925 in4 993:36 in4 .. Shear: 1615 ft-lb 3223 ft-lb • .. • • 1077 lb 4675 lb • • • • • .. •i • c Pass .• Mark Stewart _ Project:Gertz Falcon 4 • Mark Stewart Home Design or "Y 3A7 NW 9th Ave Location:M-9 �� Portland, 97209 Multi-Loaded tion Multi-Span ngBeam Code(2005 NDS)1 1 • (2009 International Building 11129/2013 1:22:07 PM #2-N x glas i 3.0 a h • StruCalc Version 8.0.112.0 #2-Douglas-Fir-Larch-Dry8)Use 1 hA�01N__Df�_ Mtg--A1� Section Adequate By:698.E% Controlling Factor:Moment ' ntFl QG1e Live Load• 0.00• iN UMAX Dead Load • 0.00 in '' Total Load • 0.00 IN UMA)G "Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 .L`iveLoad .525 lb` 525 lb . Dead Load • 13 lb . 13 lb • • — • •_ Total load 538 ib '538 Ib, • _ _.......- _�— Len•ih .0.16 in 0.76 in __ a - B AM AAS • • _ • Span Length • L. 3 1t . • • Unbraced Length-TOP 0 ft INtj_ F�R11�.911R� � • Unbraced Length-Bottom . .ft Uniform Live Load 3540f • Live Load Duration Factoi> '1.00 • _ Uniform Dead Load • Notch De•th 0.00 Beam Self Weight 9 pit #2-Do••• it Lars T1E5 Total Uniform Load 359 •if • w -Douglas-l=ir--Larch asp sdi, t d '.Fb=. ' = 750•hsi Fb'= 75D psi Bending Stress • Cd=1VO CF=1.00 • . • Fv= 1.70 psi Fv'= 170 Rei Shear Stress • Cd=1.00 1300 ksi E'= 1300 ksi • E+ _min'= 470 ksi. Modulus off Elasticity! Ermin= 470 ksi E Min.Mod.of Elasticity: Fc_A-= 625 psi Fe-1'= 625 psi Comp.-I-to Grain: Controlling Moment: ' ' •404ftib 2(Center 1.5 Ft from left support of span ( •Created by combining all dead loads and live loads on spans)2 , • 538 lb ' Controlling Shear; :At left support of span 2(Center Sian)' Crow by combining all dead ibads+and live loads on span(s)2 Comparisons with required sections: SBS A6 in3 6P10 Section Modulus: t 4.76 nin41.25 in2 Area(Shear): 4.91 2 193.36,n4 Moment of Inertia(deflection): 404 ft-lb 3223 ft-1b Moment: 538 Ib 4675 lb ' Shear: 1 Project:Gertz Falcon 4 . Location:M-10 • Multi-Loaded Multi-Span Beam Marie Stewart cage [20091oaded onaf Building Code(2005 NDS)) +y , °k ' Mark Stewart Home Design 5.5 INx11.51Nx12.0F7 ,, - 347 NW 9th Ave #2-Douglas-Fir-Larch-Dry Use Portland, Section Adequate By:56.5% OR 97209 or Controlling Factor Moment StruCalc Version 8.0.112.0 ri O LOADIN AIA ^�j 11/29/2013 1:22:07 PM Live Load Anter Dead Load 0.15 IN L/932 ' • • 0.01 in. a Total Load 0.16 IN Li892 Live Load Deflection Criteria:L/380 i3A TIONc Totai Load Deflection Criteria:L/240 Live Load 8 1800 lb 1/300 lb Dead Load 82 lb 82 lb • Total Load 1882 ib 1882 lb •Saarin.,L'en•th 0.55 in•,•0.55 in ' EA DATA W Span Length . Unbraced Leh 92 .1t 91h"Trp • 0 ft • ------.--12: rc . Unbreced Ler'lgih-Bottom 12 ft — •- Live Duration Factor ri, B " Notch LoadDe (h 0.00 UN---i d a • CdcSRtar I T.� Oe. lur Uniform Live Load 300 plf #2<Oougis-Fir-larch • Uniform Dead Load-• 0 pit Beam Self Weight 14 plf BendingFb•.= e V • 3� Total Uniform Load 314 pit R Stress: •psi' Fb`= 875.psi Shear Stress: Cd=1.00 CF-1.00 • • Pi/= 170 psi• Fv'_• 170 psi Modulus of Elasticity: Cd=1.DD p rt' Min.Mod:of Elasticity E 1300 ksi E'_ •Comp.o E min= 470-ksi, 1470 ksi • to Grain: E min`- Fc_1- 470 ksi 625 psi Fc-�' 625 psi • • Gontroiting Moment: • ' ' 6.0 Ft from left supportP 5597 ft-ib •• Created by of span 2(CenterSpan) • .. combining all dead loads and live loads on span{s) • . Controlling Shear• - At left support of span 2(Center Span)1882 lb -• Created ) •- by c • ombining all dead loads and live loads on span(s)2 Comparisons with required sections: . . Section-Modulus: BSA Si Pr S� Area{Shear); • 77.44 in3 121.23 in3 Moment of Inertia(detiectiiiri): 16:61 int 63.26 int - . Moment 289.13 in4 897.07 in4 • Shear ' 5647 ft-lb 8840 ft-lb 1882 lb • 7168 lb • • . • page • Mark Stewart Project Gertz Falcon 4 -- '1 MarkNW 9th Stewart AH Home Design 347 Location:M-10 Portland,OR 97209 ve Multi-Loaded Multi-Span Beam (2009 International Building Code{2005 NOS)] 4 11/29120131:22:07 PM t - • 5.5IN x 11.5 IN x 12.0 FT SLruCalc Versidn 8.0.112A #2-Douglas-Fir-Larch-Dry Use .,.n�wr,rnAGRAffi Section Adequate By:56.5% • Controlling Fader:Moment - a Heti FrTiONS enter .. - _ - Live Load 0:15 IN L/932 - . - ' Dead Load 0.01 in •• - Total Load 0.16 IN L1892 Live Load Deflection Criteria.:1J360 Total Load Deflection Criteria:L1240 ggeti'Ti NS • 6 Live Led 1800 lb-1801) lb" W • Dead Load •82 lb'-.•. 82 lb Tota(Load 1882 Ib 1882°'!b _ Sarin.Len•th 0.55_in 0.55 in Span Length . • 12 ft • • _. 'Unbraced;Length-Top - 0 ft UN11SQ$11A � enter Untiraced.Length.Bottom 12 ft • Uniform Live Load 300 piF , Live Load DuPatiori Factor .;1.00 Uniform Dead Load 0 p11 Notch D1•th 0.00 Beam Self Weight 14 plf • ;:,Teais�PROPERTY Total Uniform Load 314 •!f #2 Douglas•Fir--Larch • Base Vag - Fb= 875 psi Fb'= 875 psi Banding Suess: • Cd=1.00 CF=1,00 "Fv.= 170 psi Fv'_. 170 Ps1 - . , Shear Stress:" Cd=1.00 . E_ 1300 ksi E _ 1300 ksi Modulus ofof Elasticity:. Elasticity': E min= 470 ksi E_min'= 470 ksi Min.Mod, rain ity:. Fc--1-= 625 psi Fc L'= 625 psi • 6`omp.Ito Grain: • • C"ontroHing Moment: 6647 ft Ib • • 6,0 Fl from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 • , CorKroilh1882 lb+g Shear: . At left support of span (Center Span) •• Created by combining all dead loads and live loads on span(s)2 Comparisons with required'sections: 77��.44 n3 12n AresModulus:" 16.61 int 63.25 Int Moa(Shear):In 269.13 in4 697.07 in4 Moment of!Hartle(deflection): 5647 ft-lb 8840 ft-lb Moment 1882 Ib 7168 Ib Shear: • k.f Ptject:Gertz Falcon 4 Location M-4-" /2 Multi-Loaded Multi-Span Beam Mark Stewart page - 12009 International Bullding:Code(2005 NDS)) } l Mark Stewart Home Design 5.5 IN x 11.5 IN c 5.5 FT 347 NW 9th Ave #2-Douglas-Fir-Larch-Dry Use Portland,OR 97209 Section Adequate B : or Y 109.9% r Controlling Factor:Mbment SiruCalc Version 8.0 112.0 • �L� LQ IN tpl- _ 11129/2013 1;22:08 PM t-'nntir RAIYr Live Load 0.02 1N L12641 - Deait Load .0.00 in • Total load 0.03 IN IJ2609 • • • Live Load Deflection Criteria:U360 Total Load Deflection Criteria;L/240 i3EACT1O '. • • Live Load 3025 lb 3025 lb Dead Load 38 lbti 38 Ib • Total Load 3063' Ib 3063 lb • Bearin.Len•th .0.89 is •0.89.,in • • CBq(g► Span Length • Unbraced • • Le 5.5 ft ..,______.:::.......-____5,5,., • :---- ngth-Top 0 ft �._. _ s s ri Unbraced•Length-Bottom •5,5 .g • Live Lead bufatton Bactbr•.• 1.00 Notch.Depth . • 3114►FOaru__ r 0.00 • UntForm'Live.Lod . • -- PC&TJ • Uniform Dead load:,'1100 pif #2:Qouglas-Fir-Larch •. 0 pif Beam Self Weight 14 -Total Load elf Bending Stress: 1114 pif Fb psr Fb=A . Shear. . -Cd=••7.00 CF-1.00 875 psi` Stress; • Fv= Cd=1•40, 170 Psi Fv = 170 psi Modulus of Elasticity: Min.Mod of Elasticity: E 1300 ksi E'_ . mom= 470 ksi 1300 ksi Comp. 1-10 Grain: E_min'= 470 ksi Fc_L_ ,625 psi Fc 1'_ Controlling Moment: _ 4211625 psi ft-lb • ' 2.75 Ft from left support of span 2(Center Span) Y Created by combininall dead bads and live loads on span(s)Shear: . 2 CO Ft from left. -3063 lb • - Crested b pP°rtof span 2(Center Span) y combining all dead loads and live loads on span(s)2 • Comparisons with required sections: • fiz Section Modulus: i11 Pl23-i 0 „ Area{Sheark • 57.75 in3 12123 n3 Moment of Inertia(deflection j 27.02 in2 63.25-'In2 • Moment: 95.01 in4 687.07 in4 . • Shear. • 4211 ft-lb 8840 ft-lb • -3063 lb • . • 7168 lb • • • • • • • • • • • • • • • • • Mark Stewart Gertz Falcon 4 Mark Stewart Home Design L./ 4. Project.G S •1 Location:M-11 M 11 v. 347 NW 9th Ave Multi-Loaded Multi-Span Beam Portland,OR 97209 (2009 International Building Code(2005 NDS)} • 11129!20131:22:08 PM 3.51N x 11,5 IN x 3.5 FT StruCaic Version 8.0.112.0 #2-gouglas-Fir-},.arch-Dry Use nanlN('DIAGRAM Section Adequate By:148.9% - tt Controlling Factor.Shear nec-C-n-C S• . etfter Livs Load 0:01-, IN1/8027 - Diad Load 0.00:in - .total Load 0b1, IN U7964 Live Load Deflection riteria:U360 Total i Dad Deflection Criteria:0240 s• • RFe .TION 8 iii . Live Load •. 1925 lb 1925 lb w Dead Load 15 lb 15 lb __ Total Load 1940 lb 1940 lb ' Bearing Len•th 0.89 in 0.89 in ocean DATA - Span Length 3.5 ft , Unbraced Length.Top 0 fit ... .. rater 3.5 ft a. SlP11E 10-LOAFS• Unbraced Length•Bottom • • Uniform Live load 1100 .:PO • ' Live Load Duration Factor 1,00 Uniform bead Loltd 0 pif Notch De.th _ &00 Beam Self Weight 9 plf ; 1109 plf -D PROPERTIf 'Total Uniform Load #2 ouglgla5Q�Larch , , /r MOW Bending Stress: i V • Fb psi F6'z 9$0 psi' .• • - a Cdr-"1.b0 CF=1:10 180 psi • • r. Fv= :180 psi Fv' sfe«[stiiess: . "Cd=1:00 -'Modulus of Elasticity • E`= 1600 ksi E'= 1600 ksi Min.Med.of Elasticity: E_mirt= 580 ksi E min'= 580 ksi Comp. to Grain: Fc--1- 6z5 psi Fc-1= 625 psi - . Controlling Moment _ .. 1698 ft-lb a 'q< 1,75 Ft from left support of span 2(Center Span) ' • Created by combining all dead loads and five loads on span(s)2 • Ib Controlling Shear: -1940 • .4:0 Ft from left support of span 2(Center Span) • , Created• 'by combining, •all dead loads and live loads on span(s)Z. K . provided 4r...- Comparisons with required sections: BeaE7.15 in3 . 20,58 in3 Section Modulus: 18.17 in2 40. 5 in7 Area(Shear): 19.89'in4 . 443.59 icY4 Moment of Inertia(deflection): 1698 ft-lb 6385 ft-lb Moment -1940 tb 4830 tb Shear:. rte:. s