The URL can be used to link to this page

Specifications STS-v l G -ao/,3,_5` corina G�� SCO tvG/t��- MVUNTEANtlNc. CONSULTINGIENCINEER 3204 NE 166th Avenue I Vancouver,WA 98682 } t corinamacomcast.net i 503-313-3011 Structural Calculations For Wilshire Construction LLC—Plan 3453 6619 SW Walnut Terr Tigard, Oregon Designed by E-Drafting March 29,2016 Q,F.CI PROF 1. OREGON 2, ‘9,0" M tZ*51'16p Job No:16039 " 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-18 Y cor na CONSULTINCjENGINEER 3204 NE 166'h Avenue 1 Vancouver,WA 98682 rxarinarrig,ccarryca z.,net I 5033-313-3011 STRUCTURAL DESIGN CRITERIA Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) 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:based on ASCE 7-10 CH27 MWFRS Directional Procedure A. 3 Second Gust Wind Speed V=126 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 ASCE 7-10 Section 12.14 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=6.5 D. Seismic Design Category D Foundation Soil Properties: A. Undisturbed sandy silt per IBC 20012 Table 1806.2....Soil Class#5 B. Maximum vertical bearing pressure .1500 psf Concrete: A. 28 days design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 cor na Plan 3453 M Ul N TF-AN t! Job No 16039 By:CM CONSULTINGIENGINEER Date:Mar 2016 Sheet: — 3204 aft 166'"Avenue I Vancouver,WA 98682 fir,.,•ices, r• 33:s'Li ;t SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2-S[36 SEISMIC BASE SHEAR V:= R •W (EQ.12.1411 with F=12) S8 mapped spectral acceleration for S5:= 1.00 short periods(Sec.11.4.1) from USGS web site S8 mapped spectral acceleration for S�:= 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa'- 1.1 Based on Soil F9 Site coefficient(Table 11.42) F�:- 18 Site Class D SMS:= Fa•Ss 5MS= 1.1 (Eq.11.4-1) Fv- = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 S0s= 3•SMS SOS= 0.73 > 0.50g SEISMIC 2 CATEGORY SDI:= 3•SMI SDI= 0.41 > 0.20g D per Table 11.6-1 1.2 SpS WOOD SHEAR PANELS V R:= 6.5 Table 9.52.2 R 1.2-0.73 V:= 6.5 V:= 0.135-W 12.4 Seismic Load Combinations E:= 1.3-V (Eq.12.4--3 with redundancy factor=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123-W WOOD SHEAR PANELS corina Pian 3453 NriLiN Job No 16039 By:CM CONSULTING EN6,NEER Date:Mar 2016 Sheet: — 3204 NE 166.Avenue 1 Vancouver,WA 98682 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND Arh 9-16 -- 6.1 psf psf Length L:= 60•ft Height Ht:= 32-ft WIND:— L•Ht•(9.76•psf+ 6.1-psf) SEISMIC WIND= 30451.2 lb Fr Wroof F2 - Wfloor base Sh ar A1. := 60•ft•53•ft Ate= 3180ft2 Arloor:= 60•ft•53•ft Afloor= 3180 ft2 Wwaus4.60•ft•19•ft Wwails= 4560ft2 SEISMIC:= (Arr•15•psf+ 15•psf•Afl„r+ Wwails•10•psf)•0.123 SEISMIC= 17343 lb WIND GOVERNS DESIGN corina Plan 3453 M U ...! CONSULtING ENGINEER Job No:16039 By:CM Date:Mar 2016 Sheet: _ 3244 N 166'^Avenue I.Vancouver,WA 48482 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCIIYPRESSURE qz:= .00256•Kz•Krt•ICd•V2•I (Eq.6-15) EXPOSURE WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR Kzt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' Kz:= 057 qz:= .00256.K •Kzt•Kd•V3s2•I qz=19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256.Kz.Krt•Kd•V3s2•I qz= 21.42 20'-25' K := 0.66 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz= 22.8 25'-30' Kz:= 0.70 qz:_ .00256•Kz•KzL•Kd•V3s•I qz= 24.18 corina MUNT Afit i•v Plan 3453 CONSULTING�ENGINEER Job No:16039 By:CM Date:Mar 2016 Sheet: _ 3204 NE 166.Avenue)Vancouver,WA 98682 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= gz•C•CP G:= 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD Pw:= 12.4•psf•0.85.0.8 PW= 8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 527 psf 15'-20' WINDWARD Pw:= 13.49•psf•0.85.0.8 PW= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 P�= 5.73 psf 20`-25' WINDWARD PW:= 14.36•psf•0.85.0.8 P,N= 9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD PW:= 12.4•psf•0.85.0.3 P„,= 3.16 psf LEEWARD P := 12.4•psf•0.85.0.6 PL= 6.32 psf 15'-20' WINDWARD PW:= 13.49•psf•0.85.0.3 Pw= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL= 6.88 psf 20-25' WINDWARD PW:= 14.36•psf•0.85.0.3 PW= 3.66 psf LEEWARD PL.:= 14.36•psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD PW:= 15.23•psf•0.85.0.3 Ps.,= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf cor na Plan 3453 A JTF!-\N tn\::. GONSULTINGIENGINEER Job No:16039 By:CM » .. . Date:Mar 2016 Sheet: — 3204 NE 166'"Avenue j Vancouver•WA 98682 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 3 66. 32 Assume Cp-0.3 psi psi` 0 := 35 7Cpy -0.6 1111111 9.17 575 Psf psi loft Mean Roof Height 20+ 32 = 26 2 Loads at Roof roof-max roof-ave Windward 3.66•psf•12•ft=43.92p1f 3.66•psf•6.5•ft= 23.79plf Leeward 7.32.psf•12.ft= 87.84 plf 7.32•psf•6.5•ft= 47.58 plf Wall loads at upper level at main level Windward 9.17 psf.4.5.ft= 4127 p If 8.45•psf.9.5.ft= 80.27 plf Leeward 5.73.psf•4.5.ft= 25.79 plf 5.27.psf•9.5.ft= 50.06 plf , , G Troy _ . iii 16 N > 4,1. 2----p S �O 4 y o4 A,* #00 roviospri - -zopt ait o . 1 ��iNk 0 • 0140i70� � ' i {IN SHADED AREA} VI.'�n mow all 1 Oki I'Erg L,,,,,.. .1 Pti Al tik io‘ 4,W' API ,'�' 441% •7110P1" �rOkiiik ..00 �i�'� -VAULTED - ! � VAS . Ole �. .'` � �� z ,I;� `� ON SHADED AREA} �' + aNE24'o-` �4y� Illik la fral klikALNIt 10 IIII*01 I I _ __2 L4C r__ _ e_,_ __ ,pply�=MOW IWardPIPAII&VAIIIMIN 44p .NP id e tri►Pr 0�.�e,,�� ,,�_raikv,�i Kr0�,`, . 1 • '4 10 i2 1 8 /12 8a8 KING STUD ♦• �— ,�- DOW TO 4r8 POSTMMING POINT) N C /q 9 1 2 - -t * s J _ i ,/ j � RIDGE I ta5 ie as A iftussts io 2 ik E�tEa 1 1�j ++. N Nwi JA x J. 4� a Al u ihh.4Fi N1.�,�r e HDRA 10( �� ice. 10 /12 10 EC- FORt 1,042 JP"� i vt„,142 op— Sg55��' VAULT — ^aC'--- --- n {IN SHADED AREA} • A n Li 10 2 ®24f° _, d .10"2 '�laddid l 0111‘511, WO-or, y,_ ` HDR _r_ `\ L. 90�2' ¢ 41 .4t 1 17 ke K Y, �, ati W.A1 PL L 111 l /3/0x7/0 97 3/0X7/0 SH / W/36 VENT 6/36 VENT \ SQ t! t 9 0X5-g SLO a M. SUITE SITTING 1 m 1.111XV/ux//n nDv SA! x :: �IV � � 17-- I i 1 ,E :: ti + llittp NI LI.--..:4 II ' Cy� M. BATH 4t:\*\ � 40+ � v,TA,5 _ # FAN � 1°4i ti •-s, . "400, . a. 41 \ 40e1 A ill 0 I ,. hy,y BR 2 �{T ; 1L/10X).5/9 IlovMil6 ...„ �.� -m 7 111) e r�) a SD. 1 _.... / V `J J !N Al / S.D. t 1 ."� vasis 4 W.I.G, fro ' tli SI i it tt� A. 2/666/8 ro 6&R !� 'U 0, BATH 11117,----. �� W :, S.D. ''- FAN 6 UTIL. vac's 11 BR 3 �. 2 : 8 .. FI i - _ _- 2/6X6/8 E ell: i110V1so U ,� -- i S.O. , 4/DX4/0 FM) w4/0/ f BONUS RM L a 1- 13/SX13// I' a /Mr� a -... , /0X7 0 SN 3 . 7/0-5H 'i7.-_ ..,W/36 VENT W/36 VENT! J (11, ((//,,1 r . F a_ L a. t • ((I.ptpi I iv h • 1 • VI. i �, VIP �� w„ /0 2JTf D SH TSB”VENT 5JD%7/0 00 0F/1 VENT 3/0%7�0 SN /Ox7f0 SM:/0X71(1 SN.fOX7j0 SH 3/OX7f0 SH I wf 24 VENT Y/2a VENT/2a YENT/2a VENT y/24 VENT • 1 PATIO I z/6%8 2FR � a 4%s/15'RUA 1 7 » J I a NOOK , , tO/UXt4/b KIT. FAMILY ii Z1fbXlyJtr i•�, '� „J. a t ' ' s'.31 s.a . a"p g'p a Nps ihr4/0X6/8 OPNG y 'r p p•� p .`'I p''�p p tyCpN 4/6X6/6 4W Yui vias P • WDRxel6 MUD p pip Ak .p fe s%4X6Je +vs Is� - a pAreah. �e 4PNG ' II �. «' ! I i‘ 2}8%8/8 . { i , _ BENCH alli • i 4'� 'nr� �.��..:�....1!!l .—..._ PAN 1 Stn vs ....x.,..-.3 f 2/6x6/8°PUG 4f41FG/8 YP Vi `"v VV II', 1't iii,_. tt i DINING Sim 3-CAR GARAGE -,‘"14,.. 1tri 1X16/U N 1`J/1X2Z/! ♦ ,'"ro� R/MVO O.N.GARAGE DOOR "' r FOYER ♦♦♦♦♦ i r tb/0X8/0 O.N.GARAGE 0008 r 77faxBJe OPNG ♦ r r r i$ ♦ �, r a/4>t6AB a •rrr �♦ P.}e. r rQPNG rR ♦♦ » r ��'�. ♦ n �Mw - p - 111 1 -- -� 8 I LIVING 0 1b/(X10/b c G COVERED PORCH t // . .....4---T . 2/0X70 sm. 5/007/0 FRO 2/007)0 OH Yr/15 VENT W/ttY HENT i I e i� � i i i ,1''' " • • corina Plan 3453 U N TCAN. Job No:16039 By:CM CONSULTINGIENGINEER Date:Mar 2016 Sheet: _ 9204 N81667 Avenue'Vancouver,WA 98682 ..'a Ir=Girrc SHEAR WALL DESIGN Pdf Pdt Wdl P () P:= wind V:_ seismic h R=Holdown Force Based on IBC basic Load Combinations 0.6D+ W (Equation 16-11) 0.6•D+ 0.7.E (Equation 16-12) Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6•(Wd; + W�,811)•� + 0.6•Pd1•L Mot— Mr Holdown Force R L corina Plan 3453 N 4UN!F /\Nt'rv<_ER:. Job No:16039Sy:CM _ CONSUL NcteNCINE Date:Mar 2016 Sheet: , 3204 NE 766'"Avenue I Vancouver,WA 48682 Left Elevation Exterior Walls Sec aid Level Wind Force P:= 3536.1b P= 3536 lb Length of wall L:= 7•ft+ 16•ft L= 23ft P Shear v:= L v= 153.74 plf 16 Overturning Mat:= P•9-ft•23 Mot= 22138.43 lb•ft Moment (16•ft)2 Resisting Mr:= 0.6-(15-psf•22•ft+ 10•psf•9-ft)• 2 + 0.6.600-Ib•16-ft Moment Mr= 380161b•ft Mme— Mr Holdown = —992.35 lb Force 16•ft Male Level Wind Force P:= 5486-lb P= 5486 lb Length ofwall L:= 8-ft+ 22-ft L= 30 ft P Shear v:= v=182.87 plf B 22 Overturning Mot:= P•10•ft•30 Mme=40230.67lb•ft Moment (22•ft)2 Resisting Mr:= 0.6•(15•psf•22-ft+ 10-psf•19-ft)• 2 + 0.6.800-Ib-22•ft Moment Mr= 86064lb•ft Mme— Mr Holdown = —2083.33 lb Force 22 ft Corina Pian 3453 MUN EANti ` ' Job No16039By:CM CONSU LTINGENGINEER Date:Mar 2016 Sheet: 'J 7 1 3204 NE 966"'Avenue I Vancouver,WA 98682 oo oh2m m..��T,<dSi et ,.„9_:Y:y.{:• d Front Elevation Exterior Walls Second Leve! Wind Force P:= 3618.1b P= 36181b Length of wall L:= 4•ft+ 7•ft+ 5.5•ft•2 L= 22ft P Shear v:= L v= 164.45p1f B 5.5 Overturning Mot:= P•9•ft• 2—2 Mot= 8140.5lb•ft Moment Resisting ( ) g 5.5•ft 2 MomentMr:= 0.6•(15•psf•2•ft+ 10•psf•10•ft)• 2 + 0.6.600•Ib•5.5•ft Mr= 3159.751b•ft Mot– Mr Holdown = 905.59 lb MSTC48B3/MSTC40 Force 5.5-ft Main Leve/ Wind Force P:= 5178•lb P= 5178 lb Length of wall L:= 2. ft 2+4.ft.2 2.3.5= 7 L= 12ft P Shear Wind v:= L v= 431.5plf D Overturning M – P-7.-ft2 Mot= 8140.5lb.ft Moment °t (2.ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 2.10•psf•10•ft)• 2 + 0.6.800•Ib•2•ft Moment Mat– Mr Mr= 1236lb•ft Holdown = 2402.5 lb Force 2•ft' HITS Corina Plan 3453 CONSUITINGIENGINEER Job No:16039 By:CM ar 0 to M 2016 Sheet: u - a ee 3204 N6 166.Avenue j Vancouver,WA 98682 ri P, n Y(dfi ,w, 3.3-'Ji"t Right Elevation Exterior Walls Second Level Wind Force P:= 3536•lb P= 3536 lb Length of wall L:= 7-ft+ 13-ft L= 20ft P Shear v= — v= 176.8pIf B 7 Overturning mot:= P•9•ft•20 Mot= 11138.4 lb-ft Moment (.7.f.02 Resisting Mr:= 0.6-(15•psf•22•ft+ 10•psf•9•ft)• 2 + 0.6.600•Ib-7•ft Moment Mr= 8694 Ib•ft Mot— Mr Holdown ft = 349.2 lb Force Halo Level Wind Force P:= 4966.lb P=4966 lb Length of wall L:= 22•ft L= 22ft P Shear v:= — v= 225.73 plf S Overturning Mot:= P•10•ft Mot= 49660lb•ft Moment (22.ft)2 Resisting Mr:= 0.6•(15•psf•3.ft+ 1O•psf•19•ft)• 2 + 0.6.800.lb-22-ft Moment Mr= 446821b-ft Mot— Mr Holdown = 22627 lb ft Force qCorina Plan 3453 Job No 16039 By:CM CONSU LTING�ENGINEER Date:Mar 2016 Sheet: I'— ,1 ^) 3204 NE 166.Avenue I Vancouver,WA 98682 Rear Elevation Exterior Walls Second Level Wind Force P:= 3618.Ib P= 36181b Length of wall L:= 4.ft+ 4•ft L= 8ft P Shearv:= L v= 452.25 plf 4 Overturning Mot:= 8 9•ft•8 Mo = 162811b.ft Moment (4•ft)2 Resisting Mr:= 0.6.(15.psf•20.ft+ 10.psf•9•ft)• 2 + 0.6.600•lb•4•ft Moment Mr= 3312lb•ft Mot— Mr Holdown = 3242.25 lb Force 4 ft MSTC40/MSTC4853 Mein Level Wind Force P:= 5308.lb P= 53081b Length of wall L:= 4•ft+ 5.ft+ 5.ft L=14 ft P Shearv:= v= 379.14 pif D 4 Overturning Mot:= P•10•ft•14 Mot= 15165.71lb•ft Moment (4•ft)2 Resisting Mr:= 0.6•(15•psf•20•ft+ 10.psf•8.ft+ 10•psf•19•ft)• 2 + 0.6.800•ib•4•ft Moment Mot— Mr Mr= 46561b-ft Holdown = 2627.43 lb Force 4.ft HITS coring Plan 3453 V U N T EANt l i,` Job No:16039 By:CM CONSULTING1ENGINEER pate:Mar 2016 Sheet T . ...... a ._. ,,a .e.... 3204 NE 1667 A9e40e j Vancouver WA 98682 Interior Shear Walls Mali,Level wall at back of garage Wind Force P:= 3640•lb P= 3640 lb Length of wall L:= 8-ft+ 10-ft L=18ft P Shear v:= — v= 202.22 plf B 8 Overturning Mme:= P•10•ft•18 Mot= 16177.78 lb-ft Moment (8 ft)2 Resisting Mr:= 0.6•(10.psf•15•ft+ 10•psf•10•ft)• 2 + 0.6.1200•lb•8-ft Moment Mot- Mr Mr= 10560 lb-ft Holdown = 702.22 lb Force 8-ft Main Level wall at see of garage Wind Force P:= 3445•lb P= 3445 lb Length of wall L:= 19•ft L=19ft P Shear v:= - v= 181.32 pif Overturning Mme:= P•10•ft Mot= 34450lb•ft Moment (19•ft)2 Resisting Mr:= O.6•(10•psf•15•ft+ 10•psf•10•ft)• 2 + 0.6.1200•lb•19•ft Moment Mo- Mr Mr= 407551b•ft Holdown = -331.84 lb 19-ft Force , lof rritt tt•t&- - 0N r" '000* .0.. • 4 1 *insJ to 2 .% � 2x1•' 12� ♦�♦•'° - SCISSOR VAULT 10 � ' � 1♦♦\'� ♦ ♦ ♦♦♦��II (IN SHADED AREA) W♦. — -+ ,. •- 4TIIMO♦�il 4NMI �' 10 2 o► I 44 &VII 1%If 0 v7.1 'VO 4" , Aw . ��fi 1iV (INSHADEDAREA) i ♦ ,,a ' ::; -`-i * * $%.% JI1f - I01 . V einfiliiM.VP* ' _ _II A. .. • It 44/61, \:..; vr _..10/12 2 ssi 10/12 1 .8 tI2 SA KING STUD DOWN O 1x6 $` ~--- l tia aa)t /kw -k,, A o w.�)/. "�Steac *V r 30: o: s{ g �-__1 , EL ,,,,... pc,..,. „ft.... t0 -- 2 �1 `� E. J 1111 iiiii r J a��.111111111111" RIDGE/Olt 1 APO II '� PI* riE °.a I 11 Q :I,Sia .. .0„,,,„s . 10/12 Ihi �� Aw a'0 24 • tiiii, iA j+ .. rN �y aPti W /21,1 4,:z o 10 / 4 ,�� 10 /12 10 12 HDR i_ 10 �� 1 AI SW 0N � f 101 1 • 0.1i0 12 c Pv i i ♦N — SCISS•. VAULT — j'' co __ , , 0� ON SHADED AREA) 411111 _, a) O ,,,,)SLA.,.,\ 1 mtIllt,10 �� Y 4-aS50R �SI 10 /12 fe- 01P0 lauss%&O 010027v.O.C. 1 _.. ,J 10/12� � , --)104,7,\ ;* .Di 11, 4#A1A)/ii 404 - 4A-,0-14 '19 12 k'�,G_� , b2 11,44. oil/1J, ocg, w12 kill/14K =crt,cs,1 "w co* , klAvel Zi firdriBm ® I t)tyll.dt \MI/ 614,1,1 114/ 094o$ � y Project: C page _ Corina Muntean Location:A Conna Muntean P.E.Inc Multi-Loaded Multi-Span Beam " [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 3/28/2016 1:15:06 PM Section Adequate By:6.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1658 Dead Load 0.03 in Total Load 0.07 IN U1028 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A Et Live Load 1650 lb 1650 lb Dead Load 1011 lb 1011 lb Total Load 2661 lb 2661 lb Bearing Length 1.22 in 1.22 in BEAM DATA Center W Span Length 6 ft Unbraced Length-Top 0 ft eft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch(North) Uniform Live Load 550 Of Base Values Adjuster{ Uniform Dead Load 330 plf Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 887 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.-I-to Grain: Fc--i = 625 psi Fc--i-'= 625 psi Controlling Moment: 3991 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2661 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provides( Section Modulus: 46.95 in3 49.91 in3 Area(Shear): 22.17 in2 32.38 in2 Moment of Inertia(deflection): 53.87 in4 230.84 in4 Moment: 3991 ft-lb 4242 ft-lb Shear: 2661 lb 3885 lb NOTES • — Project: ". r�ee - Corina Muntean Location: B Corina Muntean P.E.Inc Multi-Loaded Multi-Span Beam or [2015 International Building Code(2012 NDS)) :; 3.5 IN x 9.25 IN x 2.0 FT "" #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 3/28/2016 1:16:13 PM Section Adequate By:60.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM[ Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN U7393 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A g Live Load 1550 lb 1550 lb Dead Load 864 lb 864 lb Total Load 2414 lb 2414 lb Bearing Length 1.10 in 1.10 in BEAM DATA Center Span Length 2 ft ti Unbraced Length-Top 0 ft Unbraced Length-Bottom 2 ft 11111111.1 Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 550 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 330 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 887 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi FV= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number QOg Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 2000 lb Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Dead Load 1055 lb Location 1 ft Controlling Moment: 1971 ft-lb 1.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2414 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 23.19 in3 49.91 in3 Area(Shear): 20.12 in2 32.38 in2 Moment of Inertia(deflection): 7.49 in4 230.84 in4 Moment: 1971 ft-lb 4242 ft-lb Shear: 2414 lb 3885 lb JNOTES Project: .f. Corina Muntean Page Location:C ''Corina Muntean P.E.Inc Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] " of 5.5 IN x 21.0 IN x 29.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 1:28:09 PM Section Adequate By:121.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/942 Dead Load 0.27 in Total Load 0.64 IN 0541 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A D Live Load 1711 lb 3422 lb Dead Load 1393 lb 2422 lb Total Load 3104 lb 5844 lb Bearing Length 0.87 in 1.63 in BEAM DATA Center rR1. Span Length 29 ft =: a Unbraced Length-Top 0 ft Unbraced Length-Bottom 29 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 Camber Required 0.41 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 25 plf Base Values Ac[justed Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2182 psi Load Number One Cd=1.00 Cv=0.91 Left Live Load 0 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 354 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Right Dead Load 213 plf Comp..-to Grain: Fc- = 650 psi Fc- = 650 psi Load Start 0 ft Load End 29 ft Controlling Moment: 33163 ft-lb Load Length 29 ft 16.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5844 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: 182.39 in3 404.25 in3 Area(Shear): 33.08 in2 115.5 in2 Moment of Inertia(deflection): 1883.75 in4 4244.63 in4 Moment: 33163 ft-lb 73501 ft-lb Shear: -5844 lb 20405 lb NOTES ''. 4 1. 4$ . HN38 MOH __-. ___._-_. a0H UGH _ UGH III 1 I f VON �_',�!� r rr 1 ... 41 .1' wrr •'!r• �r.rr.rr�re�,n,,r j.irr •torr rw.� maw."••• .r /11 f J ' rarrr / 4+r-+++a 1t { 1 ii t +t 41 At/ 0 .r. — —_ tif; • ra 14r.rata .r.r;Ifo •tl ,t ..A.r.....r}r. rr r•r.r.i... :rl •r ma•r.rrral tt Nr .r.r•r.rr�r•.r•V•M•41§j , •rr�iaf • i8;..rrarer.ti r•, roar ym :a rrr•. i t_ z 1 .fig .r..r to ell r.IMO wr rwMal.r w r.r.r.r. an r.r.wa ��i...:•r•rl •r '"� torso � Yana nMINIS t I rr.r.r.^ r .�`!3� Ir re.sm.r rs.Nei.ime.sr•ars.umrr.r.r .r.XX.r• i rrr.rrIOW sMISS.rrr• Itrrrr.r.MOSS .rrrrr. Ir r.r.r'•� ••r.r•am•r•r. •r •r ` ra mow r•rr ti .r. ;1 „Lill r.r.r• '.1.4 mum i :. YOH I r r 14 ._ t .. 9 arms..w1� .r.r•r...••r. r •r.ea Ay.. rr....•r.s rr•r., �rr.s..rr ®rer I ?�aN• .� .1_� �.�i t � � r.r. J ._� � L_�t •r•rr rotor rr ��o ��"yC t tt( �• _ t r r _ ••.o r•r 4•r•w at 0.10 —`� " ■r•r•r..�"t144 r ar.i.l , (� 1 1 '�/ asa . r....� .er.r a r sr..r.r...•. �41r r.... ...•• 4 •r arm.r �, aa •r l.i a r a r Y r.r a tr`.r�•a ata .rr sr m r.r a r w r.r.a.r. i.•r arm wr.r•r.r k.ttp..r•r VI IMO w r•r r•r arm• `M�� is •r. -, tartar �r•r•r.r.r•r.mr■ 'rwrer•ter ` r.rer•r r. ri i!}arr.•r.r r.arm mor 1 1 r,,, ,f� ,g, I /.^ !._w OM/•_n rer.r•r•r•r• ..••..rrr• t rr 404 r ,a OM 8.t.? row ems waft row••••NI • I t- / � wiliirer .' .ter.• .r•r•r•re .r tri38 rrr _ .ri ^ �,. ,_��. ___ __ i r _ d ■r.r .- •r•r•r• .rrr•.• y , ` .r. fl ]y~ i1 •rata ..raw , .r•.m.r•. amoat..... �it;� .-•.•.r 7 gY3H j[[j era. •rrr•.ira oar r.� i'.r. yrl . r1 �� Y �I�. . Mtl38' ■r.r•r. .ralri .,,,,.;7 I I.::_4�._ _ ` 1` S��., . 'Tit.'u nn mt nv3e t , \T• '4.. m. t �►�► ! �, am. �..r• m; rjr. / C*' �� it . • r r. .11 rra /r■rrr torr rmmrer t'r. t■ V ell i,tyr.r_r.rr 1 .,l JG`oo`ai-ay ntli=vsa3n s%c=1ix:►)c �.. . w r•l�.•�.r.r•rl r•r•sr.11. •I r•ra r■oar ' llr 11 / 41.1..... Cp • .l a r•ma•r a�•L.r.r..•.4.6ry;r.r•r.44.111.-4 •r..r.r.r my • Il 1._Irl a. s r ai�a.•..r•ON•r•r.w..r.maw arm .• .rarer its o rr.r.r.r.rrrw r•rar 11t sm.ati 0 r•ra....•r a ass r•r... /t• . 11 1 I I I ,s •1wL. I ..,, .rr .r•rw.rt two.r.r.r. rwr A I� ,, ts ' r m..a..Xr. .r.r.r am*tram.r.r•r r •r Aa i�«w•r.:�r MR torso. ?6. +.� __ �Irrr•r.r r. roar•• r .�.' 1i�:i11i4lllr..r•r......r.r• i.•.r •r r rir.t __JI IOU oft:" iv ..315 Itt". .. i t ±f Ii Ii 1 Nar .,.,._y.., . 861f �]Wt 1[OH I :,. rr ,. t s._ I I 1/1 I I 1 • i+war... yy wsy.r.�aysv.•.yw..•rwry.s:,....+ysey "' / tI ii •ra nay I . 111 4/4$ ‘4)o , ��e 4�fr�K C{� � -moi :-•cec xal1 opst 0 461.1 13 -19 ZRi ci J 094 L.114 ,t 14101 11 -19 VPialAi ,t41 0 ,4r4 0111 , 1410- IA Ob 1.44(0s114nolocotA. 1 MEM 0 ott, 1.1Plo at 'ital., 901 q "43 4," 0 meati oat) sibs' it. .e.kiAl 4t—T-Fili,t jczi moors s ,s1 14f71(()\ 4z1, Jan , Ohl ZS* Stmq d-19v a r Project "4„ Ilp* page — Corina Muntean Location: 1 Gonna Muntean P.E.Inc Multi-Loaded Multi-Span Beam or [2015 International Building Code(2012 NDS)] 2 5.5 IN x 11.5 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 3/28/2016 2:51:40 PM Section Adequate By:212.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6755 Dead Load 0.01 in Total Load 0.03 IN L/3505 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: LI240 RCTIONS A $ Live Load 250 lb 750 lb Dead Load 262 lb 678 lb Total Load 512 lb 1428 lb Bearing Length 0.15 in 0.42 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft s n Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) ease Values Adjusted Uniform Dead Load 0 plf Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 13 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number Qat Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Live Load 1000 lb Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi Dead Load 833 lb Location 6 ft Controlling Moment: 2830 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1428 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: 38.81 in3 121.23 in3 Area(Shear): 12.6 in2 63.25 in2 Moment of Inertia(deflection): 47.74 in4 697.07 in4 Moment: 2830 ft-lb 8840 ft-lb Shear: -1428 lb 7168 lb NOTES • 1 t— Project: page I Corina Muntean Location:2 ' `Corina Muntean P.E. Inc Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 18.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 2:53:41 PM Section Adequate By:51.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN U559 Dead Load 0.12 in Total Load 0.54 IN L/432 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 1 ACTIONS A D 2 Live Load 5963 lb 6202 lb Dead Load 1733 lb 1845 lb Total Load 7696 lb 8047 lb TR1 Bearing Length 2.15 in 2.25 in BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 0 ft 1111111111111 Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.12 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 550 plf MATERIAL PROPERTIES Uniform Dead Load 120 plf Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 691 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2305 psi Load Number Qn Two Cd=1.00 Cv=0.96 Live Load 500 lb 500 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 300 lb 300 lb Cd=1.00 Location 4 ft 14 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number Qpa Left Live Load 80 plf Controlling Moment: 37590 ft-lb Left Dead Load 40 plf 9.94 Ft from left support of span 2(Center Span) Right Live Load 80 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf Controlling Shear: -8047 lb Load Start 14 ft 19.0 Ft from left support of span 2(Center Span) Load End 19.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft Comparisons with required sections: Read Provided Section Modulus: 195.66 in3 297 in3 Area(Shear): 45.55 in2 99 in2 Moment of Inertia(deflection): 1721.81 in4 2673 in4 Moment: 37590 ft-lb 57060 ft-lb Shear: -8047 lb 17490 lb NOTES + + r— Project: page ,Corina Muntean Location:3 Corina Muntean P.E.Inc Multi-Loaded Mufti-Span Beam ... of [2015 International Building Code(2012 NDS)] 5.5 IN x 21.0 IN x 21.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 2:55:48 PM Section Adequate By:28.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN U704 Dead Load 0.25 in Total Load 0.61 IN L/416 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 6175 lb 7975 lb 2 Dead Load 4158 lb 5129 lb Total Load 10333 lb 13104 lb Bearing Length 2.89 in 3.67 in TRI' BEAM DATA Center Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.25 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 25 plf Rase Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2253 psi Load Number Qng Two Cd=1.00 Cv=0.94 Live Load 2000 lb 5000 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1775 lb 2696 lb Cd=1.00 Location 13 ft 19 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 650 psi Fc- '= 650 psi Load Number One Left Live Load 550 plf Controlling Moment: 58984 ft-lb Left Dead Load 330 plf 11.34 Ft from left support of span 2(Center Span) Right Live Load 550 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 330 plf Controlling Shear: -13104 lb Load Start 0 ft At right support of span 2(Center Span) Load End 13 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft Comparisons with required sections: Read Provided Section Modulus: 314.11 in3 404.25 in3 Area(Shear): 74.17 in2 115.5 in2 Moment of Inertia(deflection): 2450.84 in4 4244.63 in4 Moment: 58984 ft-lb 75912 ft-lb Shear: -13104 lb 20405 lb NOTES Project: ,Corina Muntean page Location:4 Corina Muntean P.E. Inc Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] ..o• of 5.5 IN x 12.0 IN x 8.5 FT(2+6.5) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 2:58:22 PM Section Adequate By:165.1% Controlling Factor:Shear DEFLECTIONS Lel Center LOADING DIAGRAM Live Load -0.02 IN 2L/2278 0.02 IN L/3907 Dead Load -0.01 in 0.01 in Total Load -0.03 IN 2U1420 0.03 IN L/2425 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 ACTIONS A g Live Load 2733 lb 2009 lb Dead Load 1694 lb 1243 lb Total Load 4427 lb 3252 lb Bearing Length 1.24 in 0.91 in BEAM DATA ] CenterrtK , Span Length 2 ft 6.5 ft Unbraced Length-Top O ft O ft Oft 6.5 ft Unbraced Length-Bottom 2 ft 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS ]e$ Center 24F-V4-Visually Graded Western Species Uniform Live Load 0 Alf 0 Alf Base Values Adjusted Uniform Dead Load 0 Alf 0 Alf Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 14 plf 14 plf Fb cmpr= 1850 psi Fb'= 2400 psi Cd=9.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 265 psi Fv'= 265 psi Load Number gpg Cd=1.00 Live Load 1717 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Dead Load 1000 lb Comp.-1-to Grain: Fc- I-= 650 psi Fc-1'= 650 psi Location 1 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 5914 ft-Ib Load Number One 2.86 Ft from left support of span 2(Center Span) Left Live Load 550 plf Created by combining all dead loads and live loads on span(s)1,2 Left Dead Load 330 plf Controlling Shear: 4398 lb Right Live Load 550 plf At left support of span 2(Center Span) Right Dead Load 330 plf Created by combining all dead loads and live loads on span(s)1,2 Load Start 1 ft Load End 6.5 ft Comparisons with required sections: Req'd Provided Load Length 5.5 ft Section Modulus: 29.57 in3 132 in3 Area(Shear): 24.89 in2 66 in2 Moment of Inertia(deflection): 133.83 in4 792 in4 Moment: 5914 ft-lb 26400 ft-lb Shear: 4398 lb 11660 lb NOTES r. Project: '� }' page , Treorina Muntean Location:5 and 8 �" � Corina Muntean P.E.Inc Multi-Loaded Mufti-Span Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 12.0 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 3:02:42 PM Section Adequate By:259.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2213 Dead Load 0.03 in Total Load 0.07 IN U1446 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A @ Live Load 1350 lb 1350 lb Dead Load 716 lb 716 lb Total Load 2066 lb 2066 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center W Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.03 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 150 plf 24F-V4-Visually Graded Western Species Beam Self Weight 9 plf Total Uniform Load 459 plf ease Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc-1= 650 psi Fc--- = 650 psi Controlling Moment: 4648 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: 2066 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: 23.24 in3 84 in3 Area(Shear): 11.69 in2 42 in2 Moment of Inertia(deflection): 83.66 in4 504 in4 Moment: 4648 ft-lb 16800 ft-lb Shear: 2066 lb 7420 lb NOTES ♦. r .,,Y page Projectr— Corina Muntean Location Q 6 "Gonna Muntean P.E.Inc Multi-Loaded Multi-Span Beam of [2015 International Building Code 2012 NDS 3.5 IN x 12.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 3:03:42 PM Section Adequate By:62.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN U673 Dead Load 0.05 in Total Load 0.25 IN L/531 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: 0240 ,REACTIONS A D Live Load 2970 lb 2970 lb Dead Load 793 lb 793 lb Total Load 3763 lb 3763 lb Bearing Length 1.65 in 1.65 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.05 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 540 plf MATERIAL PROPERTIES Uniform Dead Load 135 plf Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 684 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.--to Grain: Fc- I = 650 psi Fc--I-'= 650 psi Controlling Moment: 10347 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3763 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: 51.74 in3 84 in3 Area(Shear): 21.3 in2 42 in2 Moment of Inertia(deflection): 269.48 in4 504 in4 Moment: 10347 ft-lb 16800 ft-lb Shear: 3763 lb 7420 lb NOTES r Er Project: Page Corina Muntean / Location:7 'Gonna Muntean P.E. Inc Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] ' F. of 3.5 IN x 12.0 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 3:05:21 PM Section Adequate By:41.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/511 Dead Load 0.13 in Total Load 0.46 IN U365 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A @ Live Load 2273 lb 2587 lb Dead Load 879 lb 1088 lb Total Load 3152 lb 3675 lb Bearing Length 1.39 in 1.62 in 7e?' REAM DATA Center Span Length 14 ft M w a n Unbraced Length-Top 0 ft 11111111111. Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.13 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 100 plf Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 409 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Left Live Load 0 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 0 plf Cd=1.00 Right Live Load 120 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 80 plf Comp. to Grain: Fc- = 650 psi Fc- '= 650 psi Load Start 3 ft Load End 14 ft Controlling Moment: 11867 ft-lb Load Length 11 ft 7.28 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3676 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: 59.33 in3 84 in3 Area(Shear): 20.81 in2 42 in2 Moment of Inertia(deflection): 354.76 in4 504 in4 Moment: 11867 ft-lb 16800 ft-lb Shear: -3676 lb 7420 lb NOTES r— M Project # page1 Corina Muntean / Location:9 Gonna Muntean P.E.Inc Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 13.5 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/28/2016 3:08:15 PM Section Adequate By:39.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN U588 Dead Load 0.18 in Total Load 0.49 IN L/368 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS 6 D Live Load 4050 lb 3450 lb Dead Load 2469 lb 2085 lb Total Load 6519 lb 5535 lb 2 Bearing Length 1.82 in 1.55 in BEAM DATA Center W Span Length 15 ft Unbraced Length-Top 0 ft 111111111. Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.18 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 180 plf 24F-V4-Visually Graded Western Species Beam Self Weight 16 plf Total Uniform Load 496 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2400 psi Load Number Qat Thr Cd=1.00 Live Load 2000 lb 1000 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1152 lb 461 lb Cd=1.00 Location 4 ft 10 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-1-to Grain: Fc-L= 650 psi Fc- = 650 psi Controlling Moment: 24035 ft-lb 6.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6519 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 120.17 in3 167.06 in3 Area(Shear): 36.9 in2 74.25 in2 Moment of Inertia(deflection): 736.15 in4 1127.67 in4 Moment: 24035 ft-lb 33413 ft-lb Shear: 6519 lb 13118 lb NOTES r— •f -r 1\ '<k COlcpy 141)6211 etc, Cet'i9C4' i ., _—, , , 1'e s •r -- • ,•� __-. _-.... _---r-. r_ _. .2..,:. -_ _. _._._.:,`�.r-rte i alts.fpsf. 1 14' • . _ ' 11 18'a<IB'x70'' `b! _' a V. 1 f. I I I FTG .'"`•� a^�. i l• 3 11 x H 1 2 • 1. �..._ t--' g aC to^xta xlo" I J 1 1'1 :"� 4 FTG -1. - 14 �s- BEARING FROM• „•FB s ‘itj k It HP BEAM ABO4E A, n t -) a TYP.(uNa) 1 Elkfr s �I t A i 1 ..-404gitik...3 7.,` ` .. �, f ..�_. - T_ ter.. —._� „� - ' - - - Bwgt our I r �,/ raAw' i 1 r t� r FOR OR , ,� 4Xa I CRAst, _a i I I`' IP_.._..-_.-...e- WWI _ f t1 1 ._ i Xr Mr' dobils 1 ffpp t t •,. .... .:..;- ". .;, -•:.• b (O :-..- ...'::.". 1'I:4'1:. t 5- t i "� r :- ....,/�.�j •.; ,.._ rs_ • ter._-� _ L "1/4 1 elArlil/t ,r. qy i• i .. ... 1' -• 4^cera sue w/opnonw a1- . I; ,, /"'► ,., .:..,,,. .. •,:,.',:. 'bxa to la w.w.M.off _ -_ay.,.�..:"�"' '.': P i•2 •• ••••.COA�A�tE4 FIU..12'THICKEN -i,.. . '..'. ,:,- , '-••Su8 w/(2)/4 GARS HOR2. =.• .�..' ••.l �• ••GaNT.TiID TO FOtN10 wAU. '�� } ^♦ i� .•:... OPEnBiC t 1 1 I • :r•., t +xa TVP.(uno) `{ :.;•. } '•tom aoai s 1 � 4 i t w. - ,..;:-z'-A•s=' :1 '•I r t .. f,t,1,-' 47fa ••) '�,1• I FOR GARAGE DOOR 1 `__-,- .• u�---' 78•-3"RI-ocgQIT GARAGE DOOR ''_-•T- .j'` :'..p": I __ _ a 1 I f_' T. J.. :. 1 _r- 11. _y 1 :.... 4 1••- • 11 11,. e r— � UN��p coin a AAN-f ...y CON SU LTINGIE N GINEER x204.NE 166.Avenue 1 Vancouver,WA 98682 ',I'M xm;,,,,C,e cast ez, _G„-ata 3ioi lb lb Psf ---2-2 ft plf Foundation Design SBP := 1500 •psf assumed ft continuous foundation footing 15 inches wide with a 6 inch stem that is 18 inches tall for 18 in tall Allowed Load A:= (18-in + 6•in + 18-in)•15-In A= 4.37 ft2 Allowed Load SBP •A= 65625 lb FrAMI111111 18 in Size Area Capacity 18"dia. A:= 3.14 •(9 in)2 Pall := 1500 •psf •A Pail = 2649.37 lb 24"dia. A:= 3.14 .(12•in)2 Paii := 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 = 8166.67 lb 30'k30" A:= 30 in 30•inPail := 1500 •psf •A Pall = 9375 lb 32"x32" A:= 32•in•32•in Pall := 1500 •psf •A Pall = 10666.67 lb 36"x36" A:= 36 •In.36•In Pall := 1500 •psf•A Pait = 13500 lb 42"x42" A:= 42•in•42•in Pail := 1500 •psf •A Pap = 18375 lb 48'k48" A:= 48•in 48•inPap := 1500 •psf•A Pap = 24000 lb Continuous Footing 12 inch wide Capacity 1500 •psf•12•in = 1500 plf 16 inch wide Capacity 1500.psf•16.in = 2000 plf 24 inch wide Capacity 1500.psf.24.in= 3000plf