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Specifications (7) RE( I 1.41 1 Sza o • vov tv 1/er tfns' JUN 2 2 201 pE Consulting C9C'T4'- Structural Bt it Jkil'3 • Engineers Structural Calculations for Madrona Recovery Center—Building B Job Number: 170246-A Codes: 2012 IBC Amended by Oregon Structural Specialty Code with 2014 revisions. Date: 6/6/2017 Location: 6996-7000 SW Yarns Street, Tigard, OR Client: CB/Two Architects 500 Liberty Street SE, Suite 100 0,5) PROF4. "••\5::' Salem, OR // Phone: 04 14 1.3, Phone: 503-480-8700 444 er-` 8210 r Engineer: John W. Lee, P.E. ORE109 1-7 MSC Engineers, Inc. 4.9 3470 Pipebend Pl.NE v 20,•'C. 04, Suite 120 Salem, OR 97301 EXPIRES: 12-31- Phone: 503-399-1399 Scope of Services: Gravity design of proposed remodel. Contents: Design Calculations 1.1 — 1.9 LIMITATIONS:Engineer was retained in a limited capacity for this project. Design is based upon the 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 those shown on these sheets. st i N./ cast?. : Soitp cc, 3 . w4u. t2-eti9oV.4C- to-1 OT : it K Ls i c f2.C� is Z )PP Cr • �ClSTlr,7� .YO tST N 4/8 l.p/ 360 .� tr 16 O, C . rd-.i-J t4 O12-- sPr.! = 17•' Coor-- LoPi raG : taLr psle-( zr x ) • (0 1'L1 2 Wrt • SCy' = 2.0 P5 R C2,4** 2) = 2--63 PLL _ ci -2 = PSc ( 14xsig) Pt,._P strz = = 3-s PLC . °t) Ft-00e- L.40A-Ds sJC' 1-.)L � = 12PSF- ( 4•S/z-) -- tOPe t'(fc) LI Z a frs� PS9-(4-S/2-) 14to P(, • • 4 WE2. y kloPLCzYAw_� WCC W,rt . r e 1.zs A' 4.2.5 cm- ,Lt3 3%8 x lZ oQ- Pst. 3%sx Its/g- C$ PO/A.)7' co ) . SND • r3 . s'JPP• qxk Pos1'- sp14N t3,51 • I Pr- t_oAD . 1:42-01-1 bra ?at_ PIA,. � O0 3.sxitVt ASL. £2.oc) . Ps t = I. I Be- ( &II-our ) q07..44FILE NO. 1 � SHEET NO. r MADE BY Zt-11-^ • DATE rC!t 1 I ® �.■� J CLIENT CB/'t�►O '" - '�' 16NGI IV E6F25 INC_ j PROJECT 1'1hO Ox.) aa.C.OV• CP-NT- , • • , MSC Engineers,Inc. Project Title: 1 3470 Pipebend Place NE,Suite 120 Engineer: Proiect ID: Salem,OR 97301 Project Descr ' , 503.399.1399 www.mscengineersinc.com Title Block Line 6 Minted. 1 JUN 2017,1041AM �;,,,o,'''h,, r 4 ,, :teeCv a r "" t�",C'� g}z ti1 a�1 4:, Oxt , } 'G 'E, e, a:.1r $1 e "' ` i f,4 }'F7 a?' a ,M:2wr' - ' , $ ' .s - " '' y3''''' r� ry p , ' " T. ..y v4: a ^ CrMlr r W 'U 5-1 't . � ...._,,—` *°�. '.,,,' 2.L. < •. a P d, e. ,S ... ...Lic.#: KW-06005723 Licensee : MSC Engineers Inc. Description: New HDR„g Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 • Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Cornpr 1850 psi Ebend-xx 1800 ksi Fc-PM 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850ksi Ft 1100 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling i i Q( ) i * + * 0(0.067)1.(0.146) * 'r' * 0(0.263)8().263) * + i * (X0,1754,610.1 i i ?3r s `€ a '..:1%.41,1" z ya n-f i '�n Hirt i t � �' f' 761i3.--.4-4.4, a �+d� r s . f rt u k' "!r, • 4.• z. • 3.125212 ax Span-12.0 ft 14 '" •.44 �4-=%��; Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1750, S=0.1750 k/ft,Extent=0.0—»7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.2630, S=0.2630 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.0870, L=0.1460 k/ft,Extent=0.0--»7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.060 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft ,xsiP,e l '.°a '7 P16',.'2-..'41'7 & .; Desi in OK Maximum Bending Stress Ratio = 0.530 1 Maximum Shear Stress Ratio = 0.345: 1 Section used for this span 3.125x12 Section used for this span , 3.125x12 fb:Actual _ 1,463.75 psi fv:Actual = 105.00 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +0+5.1.1-1 Location of maximum on span = 6.044ft Location of maximum on span = 11.036 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.119 in Ratio= 1214>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.295 in Ratio= 488>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 • ® t :-"11;'m"k 4 'Tr': 4: 4+';` Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.033 3.190 Overall MINimum 0.739 0.320 - +O+L+H 2.368 2.124 +D+S+H 2.762 3.190 +0+0.750L+0.750S+H 3.033 3.083 D Only 1.629 1.804 L Only 0.739 0.320 S Only 1.133 1.385 f-Z ,} MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: 1Salem,OR 97301 Project Descr: ,"> 503.399.1399 www.mscengineersinc.com Title Block Line 6 �,� I JUN 2017 1:19PM 'xx 6 j- li- '41 ] ' ..: �' ,iF L .s M '1 fi^,L I r y, gam. a, { *� g �%��� P � _''�� �. � ��`� d ..0 f= �.,�.i!.�gf v n -ar dy. �kt az '�:..� � �. � �3�� .�� t ° � ��-- r &1+( ,�5�»g�T !��� �L-Cjid�.�����4¢',S l°1�'�("�w'�_;, 4 E y iw ,. ._. ».2,, : a...1 .:N u' ...''i, is ate. ?, ,`,_ * ,w� ,-. ,..Vtau Y'� 1 isle , '=?1. ``�l :' Lic.#: KW-06005723 Licensee: MSC Engineers Inc. Description: New HDR-PSL r 40'-_',4= 7' ,:. ,. 4_. je` , .3 x.,44,ti 7,0,,,,,Iis Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb-Compr 2900 psi Ebend-xx 2000ksi Fc-Prll 2900 psi Eminbend-xx 1016.535 ksi Wood Species :Trus Joist Fc-Perp 625 psi Wood Grade :Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 040 OM i i D(6.087}1(0.1461 * * i $ * + ENO.263i$(0263) + t NO 171,810 * * 9id - e i. a ` s, + ° o m v i i , 1vy4 r r 3.6x11.876. 6p.n=12.08 : 1. 4- 4 . "?°Vii'+_ s; Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1750, S=0.1750 k/ft,Extent=0.0—>>7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.2630, S=0.2630 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.0870, L=0.1460 k/ft,Extent=0.0—»7.250 ft, Tributary Width=1.0 ft Uniform Load: D=0.060 k/ft,Extent=7.250—>>12.0 ft, Tributary Width=1.0 ft "S ':�f7'fid" u 7 s°`3"3E'f t"Yt. iF •... -: L. eei 7. e '- 0 i`I'.','olio., . :j 'a Desi.n OK Maximum Bending Stress Ratio = 0.400 1 Maximum Shear Stress Ratio = 0.284 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual = 1,334.58 psi fv:Actual = 94.74 psi FB:Allowable = 3,335.00psi Fv:Allowable = 333.50 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 6.044ft Location of maximum on span = 11.036 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio= 1464>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.244 in Ratio= 589>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 ci 1)°i_ g1 ; 1 e Cs4 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.033 3.190 Overall MINimum 0.739 0.320 - +D+L+H 2.368 2.124 +D+S+H 2.762 3.190 +D+0.750L+0.750S+11 3.033 3.083 D Only 1.629 1.804 L Only 0.739 0.320 S Only 1.133 1.385 /•3 , MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer. Project ID: { Salem,OR 97301 Protect Descr: °s'` 503.399.1399 www.mscengineersinc.com Title Block Line 6 Pnrtea 1 JUN 20171203PM +n G ° '' '', '+£ a g '{ " »r ' •,_,..,S F rt o- f, .-,,t,: , -kt L11 11. tr<i �... tNft sk� N��7 b if 1� :;544 , ( ar qq{{�� . L� U .... '- .=s.�ia,. €. .m::�. , .:-�c�trr�...:�..:,....,� ,,. .�.,,: §t .. -�- ��. .:%.. ..,�..�f.J` . .�4 t.w '. ����...%�f;L'dk. '�'4f� 'sta6,pi?a Lic.# : KW-06005723 Licensee: MSC Engineers Inc. Description: Beam@ Lobby_PSL Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-PrIl 2900 psi Eminbend-xx 1016.535 ksi Wood Species :Trus Joist Fc-Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Completely Unbraced D(1.629)L(0. 9)S(1.133) 1 a ' � ' q �r,x*r �l"br..° s , i', ..Ai- ,* zl`t;f ij�.ro-: * f9 3st ,.,":1,4,4", Yr .� , Z c "'J.. s $its 43 1f 1 r` � ',''',"..14.," '.4.1:•-•;',, wi. � it- ' E� i" ° � + �. ; � � 3 i zt`.q 5 � z4 s ,k � �o- �x 31' 11[4 %_ *'' amu€; "s ♦ r A 3.5x11.875 Span=13.50 ft ,�',i A; A„ 11,11.e,` 1f �"s tit , . Service loads entered.Load Factors will be applied for calculations. Point Load: D=1.}629, L=0.7390, S=1.133 k(a)9.0 ft as , 11A li,% ,6' ;D:1;14'. a.,''! ° % 4., y c4:-!-,-., Desi.n OK _ Maximum Bending Stress Ratio = 0.444 1 Maximum Shear Stress Ratio = 0.219 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual =_ 1,322.52psi____... fv:Actual = 72.97_psi FB:Allowable = 2,976.57psi Fv:Allowable = 333.50 psi Load Combination +D+0.750L+0.750S*I Load Combination i-D+0.750L+0.7503+H Location of maximum on span = 9.016ft Location of maximum on span = 9.016 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio= 1824>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.238 in Ratio= 681>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 7 €- ` a®x i t $h'& .- _.a Support notation:Far left is#1 PP Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.011 2.022 Overall MINimum 0.246 0.493 404.+H 0.789 1.579 +D+S+H 0.921 1.841 +0+0.750L+0.750S+H 1.011 2.022 D Only 0.543 1.086 - L Only 0.246 0.493 S Only 0.378 0.755 (-4 JD ,d., ,J C4 L Ct L.AT/Co./ cc,NIT ckt I1;•.. 0J6 Gli b - ..)<m1'1 Pott Sy.aE A Fob q�-6 x Al-004 x 1•y� LO t' r ma s1-1 6 1roe- cyOtsr -0 Pi.. - QalsOt'- L AtDtNto • PT ot.r = P-c.3 Ptc Cl-33 ) _ 350 Pfrt • PTet j - = aso ?TDLr2- = 1q-T,PLc CI-g ,) 233 PI-15-LT - I' _ 23'3 Punt. EXJAoIN : • L4_2, '2.4 Pic U.az) 1,1fl- fo • PTtt.trz t44 Ptd Ct_ 114 u,ate. L O PSF C(p') G.3?sl = $o lt- 'Fl OD tZ 1uACTl ON FLOOR t.ST•• CGN b' . pJ©rE _ F-tP5T LOADIt-b t_S ,JbT t N GL&)pt D 8L+CA%)u 7`i`i d� c c�# Ofr.'6 R A-n-4S 2pono-3 s t t5 FSi. (c 7) h Pro o,a38�/I.5s = I SPI.F q4.5I ¢st.= o,i ss /r•Sal P -- t►az.. t21A. : o•t 2ct � 133° = �t P t� CCF60 PT PTr 44- 5I• # o•21..4""./"L•'.•3 = 2 tfo PLP � , 4e.7 gt)... : N/A- CSWa 17(04 N T O.Vt3 Fee_ (2. tp£- ¢ cn.O,as ') . i -- FILE NO. t'4fl-24 SHEET NO. I•S MADE BY /1"1t- DATE Co/I/I 1- CLIENTCie)/11,"0 MC-4 1 ENGINEERS INC PROJECT Mil-DIZOIJI " GOV, C `N -• MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Protect ID: Salem,OR 97301 Protect Descr: • 503.399.1399 www.mscengineersinc.com Title Block Line 6 _..§.',1',M-14,"11,:..s,ub z�` 2.a_iS_ ,kY""�'",'': `.F..G'.su,,Ek.r..LL•...._...aF_, !. ..3..d..�ge.,.r'a _h .4....,.. '.:k' at'A's- . ,kL'dn%..Fg , ;s:.,t�� ,��,rPrinted: 1 JUN 201 UN201°7 11 47AM • it;a • F .9 . Lic.#: KW-06005723 "�� " Licensee: MSC Engineers Inc. Description: EXISTING FLOOR JOIST REACTION --civbe Elastic Modulus 1.0 ksi Span#1 Span Length = 13.50 ft Area= 1.0 inA2 Moment of Inertia = 1.0 inA4 oto.2380.xasl Span 13.50 ft . r161),1'';t744N , ; ;<;;:i• k,v,1111 Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=0.2330, S=0.2330 k 9.0 ft,(PTr2) Point Load: 0=0.1160, L=0.1940 k p 9.0 ft,(PTf2) Maximum Bending= 2.003 k-ft Maximum Shear= 0.4462 k Load Combination +0+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H • Location of maximum on span 8.978ft Location of maximum on span 9.045 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection - Max Downward Transient Deflection ####.####in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection ####.###in 0 Max Upward Total Deflection 0.000 in 0 .,14 $ ` ki ', 43^,�,..,: ?. d z ^ `ter'.. 2 � Support notation:Far left is#1 Values in KIPS LoadCom_bination Support___ Support 2 Overall MAXimum 0.223 0.446 Overall MINimum 0.065 0.129 +O+H 0.116 0.233 +O+L+H 0.181 0.362 +D-+Lr+H 0.116 0.233 +D+S+H 0.194 0.388 +0+0.750Lr+0.750L+H 0.165 0.330 +0+0.750L+0.750S41 0.223 0.446 +0+0.60W+H 0.116 0.233 40+0.70E+H 0.116 0.233 +D+0.750Lr+0.750L+0.450W41 0.165 0.330 +0+0.750L+0.750S+0.450W41 0.223 0.446 +D+0.750L+0.750S+0.5250E+H 0.223 0.446 +0.60D+0.60W+0.60H 0.070 0.140 +0.60D+0.70E+0.60H 0.070 0.140 D Only 0.116 0.233 Lr Only L Only 0.065 0.129 S Only 0.078 0.155 W Only E Only H Only (.ro MSC Engineers,Inc. Project Title: 3470 Pipe bend Place NE,Suite 120 Engineer: Protect ID: Salem,OR 97301 Protect Descr: 503.399.1399 www.mscengineersinc.com Title Block Line 6 � , ,, � - f s a- . �- Ponied• 1 JUN 2017,1148AM sa, rr .*.}...- ## ° s`^.( a+t L'k,i *+ t,.i w'f" "1 r,$ `r, xS 4� ,,,.9'`� r `._ �e h�a tr ti fi r .� i !-`n"-• ��gs s t� F Wa j M � n'4,0 44 ,C44,4,, r 'f .441444 � a ' = .. .� 'a '� x.� '�S '�°`;ti�,", ii 't {€ efP �,�� � p� ,.�a-.,a., u.W..,........m,.�# .m.... .,.......�,.. +" ..c�.1. a�...�.3. ,..��.. '",...cs1.;. Lic.#: KW-06005723 Licensee: MSC Engineers Inc. Description: EXISTING FLOOR JOIST REACTION-CASE 1 Elastic Modulus 1.0 ksi Span#1 Span Length,= 13.50 ft Area= 1.0 inA2 Moment of Inertia = 1.0 in"4 D(0.88:114.35) Span=13.50ft 11Q.',1:4'1 Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=0.350, S=0.350 k(rD 9.0 ft,(Pill) Point Load : D=0.080 k 0,9.0 ft,(PTf2) Maximum Bending= 2.334 k-ft Maximum Shear= 0.520 k Load Combination +D+S+H Load Combination +D+S+H • Location of maximum on span 8.978ft Location of maximum on span 9.045 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection • Max Downward Transient Deflection ####.###in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection ####.###in 0 Max Upward Total Deflection 0.000 in 0 • k`efi` i ... # '„ t _ �y aY Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.260 0.520 Overall MINimum 0.086 0.172 +D+H 0.143 0.287 +D+L+H 0.143 0.287 +D+Lr+H 0.143 0.287 +O+S+H 0.260 0.520 +D+0.750Lr+0.750L+H 0.143 0.287 +0+0,7501_+0.750S41 0.231 0.462 +0+0.60W+H 0.143 0.287 +D+0.70E+H 0.143 0.287 +0+0.750Lr+0.750L+0.450W+H 0.143 0.287 +0+0.750L+0.750S+0.450W+H 0.231 0.462 +0+0.750L+0.750S+0.5250E+H 0.231 0.462 +0.60D+0.60W+0.60H 0.086 0.172 +0.60D+0.70E+0.60H 0.086 0.172 D Only 0.143 0.287 Lr Only L Only S Only 0.117 0.233 W Only E Only • H Only l ltAeJ6 ez)a Exml-kaaco CowMa gpsep .te'At%) = 12 v- A• L 101T 1 POS DLA = l?sPi \_\ 2ttoP9.�r' . eta tt4-Pt 9- 1 wZ9- t Stir1 _ t=-SPt. �1 !.� 91--Pt-F 1.32 . we• 2.51 . q-7-5 • �:.7.07 2.128 coa PC.t NT 0071 . co M p,P.-t- gA Ac-Tto J c° )clsT• t-oAc'i i•-•3G• 12.VAGxlo00 • = 2.02IL, CPAGE 1•14) N - PT- 1-0,10 A-PT- tL . r2 -tovi�6 426'. I J 2.02 (-PAGE, t -9) - e-Icla-r1a6 c--T6 c Qa&T at'-- FILE NO. 1-13.2-4C. SHEET NO. 6 MADE BYWt- DATE 6/1 / ' CLIENT CI'J/7t.�0 >� - ENJC IIJEEIRS INC. PROJECT )44 ea.0141 - 12.F...4014• � R -- MSC Engineers,Inc. Project Title: 3470 Pipebend Place NE,Suite 120 Engineer: Project ID: 1 Salem,OR 97301 Project Descr: ,. 503.399.1399 www.mscengineersinc.com Title Block Line 6 Printed: 1 JUN 2017 1 13PM f• p e: `� 4 ' , r,.G'fiA.'1 TN 4:1A,ti + �z '',...1'K ,. e1';')°.:w,i -. 1 s j1,,1"14 , -.° '� »e. ' ,,o 2, } f�',P �.,, , n"""4 • � Cd"'a/ � 2 3 S R � 8 i� � gt € °:it I'1�9 y� 3 �ff�{{hA�� kY � / i S,j FCk k7�`., e{.4`2 4 0 ;w^a` FS,' '" r `' [ '' # '¢ a fii -,- r '� '� i� r , r ,., -� fi,":: 1.L,.:..!t.: �.. !";a..a__�..r�.�,�.... ��...,;:: _,».,..•..•.# �..aaC' ' � ;`�w _....5� r d��5. �C�`�5.n t��re�§'i ��Y-7 v`kC Lic.#: KW-06005723 Licensee : MSC Engineers Inc. Description: LOADING ON EXISTING COLUMN •. ° � � ;,:14-r f rte. =4r Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Pril 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 13(0.211r5(0 i + ♦ D(0.175)L(0;97)S(0.117) i ,L;-' °1:1's :` PST •fidsF , i .yy��r ep ,.e. a,y ;t ' ,'Ior,. ° , ::1 ' � +l'IZW.� 7,' arF` , '''I4''` ;41,'..:1 1''1, , r i "� ) '� 5- �` itar kph � a v �re w -,q4; *ll' . , _ � ; JJ C ' �4 .eRA43aLs..,.�'�wa� , 4 ^ ��,a $ v _ � .J .0so� ..� ' . �aux' r .::: e l��..2.1i!,'1:::,...1 ,-,1;:.;:&, W • 6.75x15 • Span-12.0ft 1;alL 0; `ts t' 1 ,, ;1 : • -4 '" Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1750, L=0.0970, S=0.1170 k/ft,Extent=0.0—>>7.250 ft, Tributary Width=1.0 ft,(w2) Uniform Load: D=0.2160, S=0.1750 k/ft,Extent=7.250—»12.0 ft, Tributary Width=1.0 ft,(w1) ), 4,. r _ v :49 ' 4, Z «` Design OK Maximum Bending Stress Ratio = 0.105 1 Maximum Shear Stress Ratio = 0.080 : 1 Section used for this span 6.75x15 Section used for this span 6.75x15 fb:Actual = 289.44 psi fv:Actual = 24.44 psi FB:Allowable 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 6.044ft Location of maximum on span = 10.774 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio= 7678>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.047 in Ratio= 3088>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 A� ir-M _ � �g 5tey,-P4? '' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.024 2.129 Overall MINimum 0.491 0.212 +O+L+H 1.579 1.419 +D+S+H 1.845 2.129 - +D+0.750L+0.750S+H 2.024 2.058 D Only 1.089 1.206 L Only 0.491 0.212 S Only 0.757 0.923 1. 9