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Specifications ,- /rpt 57;(0P-r - 7O 2-2-‘E EIV 250 5 w FEB 5 2015 Consulting CITY OFTIGARD Structural • • BUILDING DIVISION Engineers IStructural Calculations for Scott Residence Patio Cover Job Number: 150120 Codes: 2012 IBC 2012 IBC Amended by Oregon Structural Specialty Code with 2014 revisions. Date: 2/4/14 fU C TuR 'C.C.- tiPROFesi< Location: 8390 SW Ashford St. � Vy�' - 4,00, Tigard, OR 97224 i Client: Michael Scott • 8390 SW Ashford St. c' 0`, Tigard, OR 97224 2 B SW - En�ineer: Cameron Swearengin, P.E. EXPIRES: Samuel Ford, EIT 3'' " 6 MSC Engineers, Inc. 3470 Pipebend Pl. NE Suite 120 Salem, OR 97301 Phone: 503-399-1399 Scope of Services: Lateral and gravity design for patio cover attached to existing residence Contents: Loads 1.1-1.4 Lateral Design 2.1-2.9 Gravity Design 3.1-3.5 Foundation Design 4.1-4.2 Plan Sheets &Details SK.1-SK.6 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. MSC Engineers,Inc. Job# 150120 Date: 1/30/2015 Sheet# 1.1 Project: Scott Res.Patio Cover Designer: SNF Client: Michael Scott Ultimate Wind Load 2012 IBC Design Information: Design Loads: Dead Load(psf) Live Load(psf) Roof: 15 20 Snow Importance Factor: 1.00 Wall: 10 Floor: 8 40 (Residence) Seismic Loading Seismic: Seismic Category: D Site Class: D Occupancy Category: II Seismic Importance Factor: 1.00 V=(Sds Is/R)0.7W Where: SS= 0.963(see next page) Rpiywood= 6.5 Fa= 1.12 (Table 1615.1.2(1)) Vmin.=(0.044Sdsls)0.7 W RGypsum= 2.0 SMs= 1.079 "Cantilever column= 1.50 Sds=2/3 SMS= 0.72 Plywood Shearwalls Gypsum Cantilever Column V= 0.077 W 0.257 W 0.342 W Vmin.= 0.023 W 0.023 W 0.0225984 W 4-4 V= 0.077 W (Plywood) 0.257 W (Gypsum) 0.342 W(Cantilever Column Wind Loading: Alternate All Heights Method qs= 36.9 psf Exposure B lw= 1.0 Roof Slope= 7:12 Wind Speed 120 ultimate wind speed K n= 1.0 Enclosed? No p= gsK,CnetlwKzt *0.6 ASD Load Factor Cnet=Varies,see table 1609.6.2(2) KZ=Varies,see below Design Pressures:(pst) w/0.6 ASD Reduction Factor Walls Roofs Wind Pressure @ Elevation Kz Windward Leeward Primary Windward Leeward Primary 0-15 0.57 1.4 -10.5 11.9 -3.2 -12.2 9.1 20 0.62_ 1.5 -11.4 12.9 -3.4 -13.3 9.9 25 0.66 1.6 -12.1 13.7 -3.6 -14.2 10.5 30 0.7 1.7 -12.9 14.6 -3.9 -15.0 11.1 40 0.76 1.8 -14.0 15.8 -4.2 -16.3 12.1 50 0.81 2.0 -14.9 16.8 -4.5 -17.4 12.9 60 0.85 2.1 -15.6 17.7 -4.7 -18.2 13.5 70 0.89 2.2 -16.3 18.5 -4.9 -19.1 14.2 1/30/2015 Design Maps Summary Report S Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40783°N, 122.76297°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III •,-, ,.z,,,,,,,,ri,,,,..,5iIti..,4..!,,,,,_.-„Nii,Qii11414",,...;7-7,:'7,""';',,',i"'''''-.@-:P.'„'!„0,''':•."'::,:s:',..§i'" a d' rob r ,€a � ;' .2m� � £1S000m - �'' t 'fir M' [ .?r7i:iii'4i:itktt1il::''''"P"t1•'J'''''':'•'4 gtiglk!I]ibtF!':'!'ir!,IMN2-1,4in4,11'Vreg4'T-AfV:':4111:4; ;;;; 7-,r''O''''',V''''']'2,444'''''* ,.".''''''.--'.'„„'„' .tier717:,',;..:Rll:i;ir-43iitt.4.1.j,'.,::i::::'::,k:!::NVSP4.:7',:tii'.''jiilii,'ir[NIUintPl.gkirt:i. - 1 t A X 114 3sweg Midway �& .,€ a t :1141-.rf fir. a 'T € ;%� s i a 1 !' 3' -i y $ l `�Iu r.Haelli.gli.,4:111-441firillt-a401WRiiiiftlitRIKIK-triligiii:r174,14--.,-it,41:4,tii,t,,,,-*hiit.,-4 :: 1141111kL.H1-0:44:01,74q7.'1-,K!', X*111railtiEi rl � I� +3 %� � . USGS-Provided Output SS• = 0.963 9 SMS = 1.074 g SDS = 0.716 g Si = 0.420 g SMS = 0.663 g S01 = 0.442 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICEResponse Spectrum Design Response Spectrum 0.72 1.10 0.99 0.64 0.22 0.56 0.7'7 Si 0.42 0.66 67 0.55 t , 0.40 0.44 Ory 0.32 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.0 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.50 2.00 Period, T(see} Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. j.Z http://ehp4 earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.407834&longitude=-122.76297&siteclass=3&riskcategory=0&... 1/1 kaol ,OL 2x85 2,111p_c. _ 1-\C- ix .SiX 3 P"s So rAV- = 2 AAF RoaP S1tr'6 2•o y©� CarlPat,',e Roox;1 9.5)0 pt,'4c. = 2 OSS / S✓`► r�J e (ar, ,cork S _ )Z 1s2 (16') (0.341z) )014 FRaoT- 6Aci1 2(� - )2A 181)0.2 Y2 4 73.q Pb' LJ Ii I- ADS Con.3 id et- OPe/1 C•ttiXE toe At'P15 Kot > -S ID 1c `"v;DE q ' '(7ii7J Oe/z) = HZ,S ply PRoior- £' : VI) = 10.4-4.4;(z ( ?/a) (' ' CVL' Zs,-SP IC (ot-A LC FILE NO. SHEET NO. "3 MADE BY -9* DATE Z'�3 /6-""CLIENT �I C�1G1 CI S� PROJECT `�C 12te4 Ira (airy 1,040,S: c.sc- 010, FUVA &,03. *az Lou II 0 • A 'C? C r • (0) P ►sem„ ... A.1.>;914 va= 42.6,01.-P I 1 I /, 4-- I r,<. 4 1 t, - r x s 73.4p V14 0 24-t PI4 4'1,01 LATERAL LOAps Ov° 1/4411," Icon FILE NO. )co?. 2-9 SHEET NO. 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SNF I Page: 1315 SIMPSON Anchor Designer TM Company: MSC I Date: 12/4/2015 � Version 2.3.5365.112 Project:: �x' Software Engineer: SNF Page: 4/5 AI X'(it '�3- Version 2.3.5365.112 AdProdress: Phone: • Address: E-mail: Phone: ...................................._............................................................................................................................................................................................................._..__................................................................... E-mail: 3.Resulting Anchor Forces ......._.............................._.....................................:......................................................................................._................................. Anchor Tension load, Shear load x, Shear load y, Shear bad combined, N..(Ib) V.,.(Ib) Vee(ib) J(V.,,)'+(V..,)'(Ib) 9.Steel Strength of Anchor in Shear($ec.D.8.7) 1 990.0 0.0 845.0 V.(lb) 1.0 0 @wx4V.(Ib) 845.0 9930 1.0 0.65 6455 Sum 990.0 0.0 845.0 845.0 Maximum concrete compression strain(%.):0.00 Maximum concrete compression stress(psi):0 $.Concrete Breakout Strength of Anchor In Shear(Sec.13.6,21 Resultant tension force(Ib):990 Shear perpend/cular to edge In y-direction: Resultant compression (Ib):0 sion stD-33 forces in x-axis,a s,(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'x,(inch):0.00 I.(in) d.(in) A. P,(psi) c.,((n) VII,(Ib) Eccentricity of resultant shear forces in x-axis,ex.(inch):0.00 4.25 0.63 1.00 2500 9.00 10962 Eccentricity of resultant shear forces in y-axis,e'v,(inch):0.00 OVmr=0Ow/Avw)WnwWo,v1l5AN0(Sec.0,4.1&Eq.D-30) Av.(in') Avm(in') 'tidy W.,,v Who Vo(Ib) 4 4Vmr(Ib) 175.50 364.50 0.844 1.000 1.000 10962 0.70 3120 Shear parallel to edge In y-direction: 4.Steel Strength of Anchor In Tenalon(Sec.D.5.11 V°,=min(7(6/d.)°'Jd d,JP.cu';9A.Jf,cm'i'((Eq.0.33&Eq.0.34) N.(Ib) 0 ON..(Ib) 1.(in) d.(in) A. P,(psi) c.,(In) V 1(Ib) 19070 0.75 14303 4.25 0.63 1.00 2500 6.50 6728 4Vnr=d(2)(Aw/Av..)Ww,vWcy%vV°,(Sec.D.4.1&Eq.D-30) 5.Concrete Breakout Strength of Anchor In Tension(Sec.D.S.2) AN(in') AVM(in') Pkv y,,v V5.), Vex(Ib) / (Ib) N,=k,A.JP,h,r''(Eq.0.6) 175.50 190.13 1.000 1.000 1.000 6728 0.70 8695 8695 k, A. P,(psi) he(in) NO(Ib) 17.0 1.00 2500 4.250 7447 10.Concrete Prvout Strength of Anchor In Shear(Sec.D.6.3) Wan(in' 0.75/Nm=0.750(Ax,/Ao,)Y.,,s YONW,,,oN°(Sec.D.4.1&Eq.D-3) km=41k„Nm=¢k„(Arm/A,w,)Wwin WyxW,,,xNe(Eq.040) A. W.4o %,,,x Nn(Ib) I 0.750Nm(Ib) km Arm gn') Arm,(In') no WON x Nn(Ib) / ®V.v(Ib) Ax,(in') A 162.56 162.56 1.000 1.00 1.000 7447 0.65 3631 2.0 162.56 162.56 1.000 1.000 1.000 7447 0.70 10426 6.Pullout Strength of Anchor In Tension(Sec.D.5.31 0.750N,,,=0.75/%.vA,N,(f,/2,500)(Sec.D.4.1,Eq.0-13&Code Report) 11.Result Interaction of Tensile and Shear Forces(Sec.D,71 y,,,,, A. N.(Ib) P.(psi) n ® 0.75/N„(Ib) Tension Factored Load,N.,(Ib) Design Strength,eN.(Ib) Ratio Status 1.0 1.00 6464 2500 0.50 0.65 3151 Steel 990 14303 007 Pass Concrete breakout 990 3631 027 Pass Pullout 990 3151 0.31 Pass(Governs) Shear Factored Load,V..(Ib) Design Strength,eV,(Ib) Ratio Status Steel 845 6455 0.13 Pass TConcrete breakout y+ 845 3120 0.27 Pass(Governs) II Concrete breakout a- 645 8695 0.10 Pryout 845 Pass(Governs) 10426 0.08 Pass Interaction check N.✓/N. V,.r$V Combined Ratio Permissible Status Sec.D.7.3 0.31 0.27 58.5% 1.2 Pass 618"0 CS Strong•Bolt 2,hnom:4.875"(124mm)meets the selected design criteria. .......................................................................................... Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked forplausibility. u t le and results must.bchecked fo Input ndg.T and mean must be 58W. for agreement with the existing n, Acircumstances,4588 standards and 0 Fax guidelines must be checked for plausibility. ude cor. ivoR;xn SU'r;:g.?'ie Company Ir°;. 5959 W.Las Posllas Boulevard Pleasanton,CA 94588 Phone:923.590.8000 Fax 925.847.3971 www.evongtle.com Simpson Strong-Tie Company Esc. 5958 W Las Posaas Boulevard Pleasanton,CA 94588 Phone 925.580.9000 Fax:1725.847.3871 www.s9ongtie.com t • MSC Engineers Inc. Project Title: S c 3470 Pipebend Pl.NE Suite 120 Engineer: Project ID: MSC Engineers Inc. Project Title: 401Salem,OR 97301 Project Dasa: S 3470PipebendPI.NE Suite 120 En inset: Phone:(503)399-1399 CSalem,OR 97301 Project Descr: Project ID: " Fax:(503)399-8259 Phone(503 " s Email:sford Fax(503)-399-8259 tiinl^J JFCO a]IS A?a^x' Wobd Goluinn x ,� i:. ii n;htig1115n zprcatlrroirkeo,M49r�#a<` Email:ofod y ,� A� >ENEROA G:INd.'x1sB3<201.;BPdO6`15.119,Yer,4,1$;1d.;,J w0�[>1xriQ14fTlh g �v Y �. ,� v,e Jryem s � 1• ,mord .., >,.,: �. ; Nn .n y ., ,Etta=ry13a6s 201$115B130bcode rcs,Priho mver,sc Description: Typical Post P YP Lin.# ion: 05723 •• "- ••• "` s<.Er1ERdALb,INCLk-A0. onBwMSC'E Engineers int: Description: Typical Post Lirong#e:MSEEnginoorstnor Code References Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 -:;Codd Combination Results Maximum Axial+Bending Stress Rabe Maximum Shear Ratios Load Combinations Used:ASCE 7-10 Load Combination C D C General Information p Stress Ratio Status Location Stress Ratio Status Location +D+0.750Lr+0.750L+0.450W+H 1.600 0.732 0.08997 PASS 6.980 ft 0.02881 PASS 8.0 ft Analysis Method: Allowable Stress Design Wood Section Name 6x6 +D+0.750L+0.750S+0.450W+H 1.600 0.732 0.09792 PASS 6.980 ft 0.02881 PASS End Fides Top 8 Bottom Pinned Wood Grad +D+0.750L+0.7505+0.5250E+H 1.600 0.732 0.1575 PASS 6.980 ft 0.04718 PASS 8.0 ft 8.0 ft Type Graded Lumber +0.60D*0.60W+0.60H 1.600 0.732 0.1176 PASS Overall Column Height 8.0 ft Wood Member Type Sawn *O.60D+0.70E+p.60H 6.980 ft 0.03841 PASS 6.0 ft I+�r=u rnr non r > arcuteuons) 1.600 0.732 0.1937 PASS 6.980 ft 0.06290 PASS 8.0 ft Wood Species Douglas Fir-Larch Exact Width 5.50 in Mow Stress Modification Factors .,Maximum Reactions Note:Only non-zero reactions are listed. Wood Grade No.2 Exact Depth 5.50 in Cf or Co for Bendng 1.0 X-X Axis Reaction Fb-Tension 750 psi Fa 170 psi Area 30.250 IM2 Cl or Co for Compression 1.0 Load Combination Base Top Y-Y Axis Reaction Axial Reaction P ®Base @ Top @Base Fb-Compr 750 psi Ft 475 psi is 76255 Ins4Mg Cf a Cv la Use 1.0 »0.H k k Fc-Prll 700 psi Density 32.21 pct Iy 76.255 1n^4 Cm:Wet Uae Factor 1,0 +D+L+H k 0.870 k Fe-Perp 625 psi Cl:Temperature Factor 1.0 +D+Lr*-i k k 0.870 k +D+S+H k 0.870 k E:Modulus of Elasticityx-x Bending6Cfu 1::Flet Use Factor 1 p- +D+O 750Lr+0 750L+H k k 2 230 k •• y-y Bending Axial Basic 1300 1300 1300 ksi Kf:Built-up columns 1.0 Ivor 15.3.2 *D+0 7601+0 7505+H k k 0.870 k Use Cr:Repetitive 7 No 10050,,1,0myl +D*0.60W+H k k 1.231 k Minimum 470 470 +D+0,70E+H k 0.074 0.516k 1.231 k Brace condition for deflection(buckling)along columna: k 0.074 O.SiBk X-X(width)axis: Untraced Length for X-X Axls budding=8.0 f4 K=1.0 - +D+0.750U+0.750L+0.450W+H k 1.462 k +0.4750L+0.7505+0.450W+H 0034 0.237k 1.141 k Y-Y(depth)axis: Untraced Length for X-X Axle buckling=8.0It,K=1.0 k 0.034 0.237k 2.161k Applied Loads - -I +01-0.750L+0.7500+#525176+1-1k 0.055 0.388k Service loads entered.Load Factors will be applied for calculations. +0.60D*0.70W+0.60H k 0.045 0.316k 2 884 k Column self weight included:54.131 lbs"Dead Load Factor 0.600 0.70E O.60H k 0.074 0.518k 0.883 k AXIAL LOADS... D Only k 1.114 k Axial Load at8.0ft,D=0.8160,S=1.360k LLr O Only k 0.870k L Only k k k Axial Load at 7.0 ft,W=0.6020,E=0.8450 k k k k BENDING LOADS... S Only k k Lat.Point Load at 7.0 ft creating Mx-x,W=0.6020,E=0.8450 k W Only k 0.075 0.527k 1.360 k DESIGN SUMMARY E Only k 0.106 0.739 k 0.602 k ... -_ NOny k 0.845k Bending 8 Shear Check Results k k Maximum.Detlections for Load Combinations " PASS Max.Axial+Bending Stress Ratio= 0.1970:1 Maximum SERVICE Lateral Load Reactions.. Load Combination MaxX-X 000 inbn Distance Load Combination Max.Y-Y Deflection Distance +D+0.70E+H Top along Y-Y 0.7394 k Bottom aloe Y-Y +D+H 0.000 in Governing 1400 Forunda Comp+Mxx,NDS Eq.3.9-3 Top along X-X 0,0 k Bottom along X-X 0.10 0.0 k +L i 0.0000 0.000 ft 0.000 ft Location of mex.e6ove base °n9 k #0000 in 0.000 ft 0.000 in #000 fl 6.980 ft Maximum SERVICE Load Lateral Deflections... +D+1-r"'H 0.0000 in 0.000 ft 0.000 in 0,000 It Al maximum location values are.. +D+S+H 0.0000 in 0.000 fl Applied Axial 1.462 k Along Y-Y 0.05958 in at 4.617 u above base +D+0.750Lr+0,750L+H 0.000 in 0.000 ft Applied Mx 0.5161 k-ft fa load corN,1inetlon E Only 0.0000 in 0,000 ft 0.000 In 0.000 fl Applied My 0.0 k-It Along X-X 0.0 in at +D+O.750L+0.750S+H 0.0000 in 0.000 ft 0.0 fl above base D+0.60W+H 0.000 in 4.617 ft 0.0000 in 0,000 it 0.025 in 4.61711 Fc:Allowable 819.95 Psi for load combination:Na +D+0.70E+H 0.0000 in 0.000 ft 0.042 in 4.617 ft PASS Maximum Shear Stress Ratio= Other Factors used to calculate allowable stresses... *0+0.750Ln0.750L+0.450W+H 0.0000 in 0.000 ft 0.019 in 4.6171t1 0.06290:1 Bend Comoressl +0.0.750L+0.750S*0.450W+H 0,019 in 4.617 ft Load Combinafion - +D+0,70E+H0 cB Tension 0.0000 in 0.0001! ClCI or Cv;Size based factors 1.000 1.000 *D+0.750L*0.7503+0.5250E+H 0.0000 in 0.000 fl 0.031 in 4.617 ft Location of max.above base 8.0 It +O.60D+O.60W+O.60H Applied Design Sheer 25.664 psi +0.eoo.o.7xE+O.60H 0#0000 In 0.000 ft 0.025 in 4.61711 Allowable Shear 272 0 Psi D Only 0.0000 In 0.000 fl 0.042 In 4.617 fl 0.0000 in 0.000 ft 0.000 In 0.000 ft Load Combination Results Lr Only 0.0000 In 0.000 n 0.000 in 0.000 ft L Only 0.0000 in a000 ft #000 in #000 ft Load Combination C D C Maximum Axial+Bending Stress Ratios Maximum Shear Ratios W Only 0.0000 in 0.00011 0.000 In 0.00011 P Stress Ratio Status Location Stress Ratio Status Location y 0.0000 In 0.000 ft 0.042 in 4.61711 +0+H 0.900 0.732 0.05259 PASS 0.0 ft E Only 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+L+H 1.000 0.732 0.04835 PASS 0.0 PASS 8.0 ft H Only 0.0000 In 0.000 ft 0.000 in 0.000 It +D+Lr+H 1.250 0.732 0.04101 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.732 0.1115 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 0.732 0.04101 PASS 0.0 ft 0.0 PASS 8.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.732 0.09452 PASS 0.00 0.0 PASS 8.0 ft N +D+0.70E+H 0.60W+11 1.600 0.732 0.1199 PASS 6.980 ft 0.03841 PASS 8.0 ft +D+ 1.600 0.732 0.1970 PASS 6.980 ft 0.06290 PASS 8.0 ft 6\ MSC Engineers Inc. Project Title: 3470 Pipebend PI.NE Suite 120 Engineer: Project ID: ki.,,,, ,e• S Salem,OR 97301 Protect Descr: °t Phone:(503)399-1399 Fax:(503)-399-8259 ,�- � Email sford Wood Colum n l r ;.: : tH955"7. _. ,x,- A .£, ? ENeRCN�1Nc19la,201kaYima si0 .s.13; Description: Typical Post Sketches Y Mw*Loads W31 rlib 9 0 F frafrEeteltel Z e,„„ I J 5.50�" Lueds are total entered value.Arrows do not reflect absolute direction. J+T10,2 (7.t''02d F.4 .r G 025. 1o3road IIBEEMEIMMIED -6°?5 tY9 1N311O . 'ON 1 ` 33HS 0. 'ON 311A Ld fff� 4 ZbSI�047l ygpI°9t--97/4i©&b= 9oc41 918 -0 g9h 14,7,4(40 Napoo flf)Z (71-it Z ) 0 7 Zi6V)15V,h 1N-4 ,f z/ho r9.0 0-1-7/.5))(9Y,31s-dit.p:i vido v ) 1.�,, & . , $'o 'bo- : z p,�ez Ids 1,•i. tz . ' 7vo1 Z/ lir- ' z dt /00Z3s"dl7a'Zr(ty) so1z'BZ�= d ar 211 7•402 Jtz,„w ,9/= 19/X JV 5/1 125'11 z (r "t t51?h-0 ; 1301 1115'= CZE sd z gz -d yi$27J Lij 0_ 7d72 v7 seev'? ory p c �.crfdn ayoygar,? g 2119 Sin ('Yys/ (7011 )13'o z7S r fi/L ,(i+741 7 ( /111I) `5'd Zl = la • "" S'p;u a : 5x7440-7 :lP,'z 0 i aj 1If o?_t 1 � of X9 33-» osoi -(zip) (74i ()77Sat 9 (14,90(at7!) ct 1 �1 H x srC -7$ t,o-,Z 00101 tu;cy w 39ard pfd hs-7 - (1i -t'h/li(a% Jsizi = '74' VP99 .„4,11 -, ( 9zs>q' 3 39QT GtJ 1 l (Yc) 0=30 iv4g vP,,5'a� MSC Engineers Inc. Project Title: 3470 Pipebend PI.NE Suite 120 Engineer: 1 MSC Engineers Inc. Project Floe: Project ID: FS Salem,OR 97301 Project Descr. 3470 Pipebend PI,NE Suite 120 Engineer: Pro Phone:(503)399-1399 . S C Salem,OR 97301 Project Descr: Project ID: a - Fax(503)399-8259 c.Emad 03)- WOOD B@8111..; > nnla 0E0 n5 Amur ., 8259 ---s,',' �, yZ•.' .� C'.'w� ':. ('11gYh;WubK2n)SIt9p1201 eopy4a4 pa8ofdydrba - _ Email.sford399 Phone: 91399 SNERALI,INb1de3•Zdie:,Ni3i6N51,Ys.V°rtit11,i Wood Bea11)w s 5 5 � C* '„ .> � Y r F a+arr.umt an)aa •• . x,F,lk-habbe 2n1;115e12n1ecam ra;pe4o cover ed Description Edge Beam y .,: t,, ^.�,• ...it:KW-06005723 • • �-">-�'. 090RdALC,iNL`1de3:2d15au vvhVer615.t1' CODE REFERENCES Description: Edge Boom licensee:MSC Engineers Ina' Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 ! Vertical Reactions -- support notallan:Far left Is#1 Values in KIPS Load Combination Set:ASCE 7-10 Overall MAximum 11.569569 Load Combination Support Support 2 Support 3 Material Properties 2208 Overall MINimum -0.003 0.093 Analysis Method:Allowable Stress Design Fb-Tension 1350 psi E;Modulus ofEtasticdy 0+H 0974 1.361 Load Combination ASCE 7-10 Pb-Compr 1350 psi Ebend-xx .0.4...-H,LL Caro Run('L1 0.969 1,453 Fc-PHI 1600 ksi .0+L+H,LL Comb Run(LL) 1.567 228 925 psi Eminbend-xx 580ksi D+L+H,LL Cand Run LL Wood Species :Douglas Fir-Larch Fc-Perp 625 psi ( 1 1.567 2208 +D*Lr+H,LL Comb Run('L) 0.974 1.361 Wood Grade :No.t Fv 170 psi Ft 675 psi •D+Lr4(,LL Comb Run(L') 0974 1.361 Beam Bracing :Beam Is Fully Braced against lateral-torsion buckling p Density 32.21 pot +D+Lr+H,LL Comb Run(LL) 0.974 1.361 1997 1.437 *D+0.7501r+0.750L+H,LLComb Run('0.972 1.430 +0+0.750Lr+0,7501.41,LL Comb Run(L 1.420 1.927 D(0.80)5(0.16) +D+0.750Lr+0.750L+H,LL Comb Run(L 1.418 1.996 i WI-v 602 E(-0.e°6) Mame Mato) +D+0.750L+0.750S+H,LL Comb Run('L 1.064 1.563 tr„5" „ +0+0.750L+0.7505+H,LL Comb Run(L'1.513 2.059 mss ,;, W11.11• +D+0.750L+0.7505+H,LL Comb Run(U 1.511 2.128 .> ie 40.9.60W-PH .0.931 0.681 +D+0.70E+11 0.904 0.247 +D+0.750Lr+0.750L+0.450W+H,LL Car 0.940 0.920 • WO 5x10 +D+0,7501r+0.750L+0.450W+11,LI Car 1.388 1.417 +D+0.750U+0.750L+0.450W*H,LL Com 1.386 1.4811 9955.n.o n Span=1.0 n +0+0,750L+0.750S+0.450W+H,LL Cord 1.032 1.053 +0+0.750L+0.7505+4450W+H,LL Cary 1.481 1,549 Applied Loads • .... _. ....... _. ........... ++D+0.750L+O.750S+0.450W+H,LL Cord 1.479 1.619 .... ........................ „. Service loads entered.Load Factors wdl be applied For calculations. +OM.750L+0.750S+0.5250E+H,LL Con 1.012 0.728 Beam self weight calculated and added to loads 0t0.750L+0.750S+0.5250E4l,LL Con 1.461 1224 Loads on all spans... +Dt0.750L+0.7505+0.5250E+H,LL Car 1459 1.293 Partial Length Uniform Load:D=0.0540,1=0.090 k/ft,Extent=2.0--» +0.600+0.60W+0.60H 0.542 0.137 Load for Span Number 1 18.0 ft +0.600+0.70E+0.60H 0.515 -0.297 Point Load:W=-0.6020,E=-0.8450 k(x)14.0 ft D Only 0,974 1.361 Point Load:D=0.630,S=0.150 k Ca 2.0 ft U Only,LL Comb Run(•L) Load for Span Number 2 Lr Only,LL Comb Run(Li Point Load:W=-0.6020,E_-0.8450 k p 1.0 ft Lr Only,LL Comb Run ILL) Point Load:D=0.630,S=0.150 k igil50 1.0 fl L Only,LL Comb Run CO -0.003 0.093 DESIGNSUMMARy 0.754 L Only,LL Comb Run(L' Deal nOK" IOnlyU.CombRunILLj Maximum Bending Stress Ratio = 0.593 0.847 ... _.. = S Only 0.x10 1 Maximum Stin u Stress Ratio0,263:1 W Only 00.124.071 1,591 Section used for this span 6x10 Section used for this span lb:Actual = 842.53 sl 6x10 E Only -0.099 -1,591 FB:Allowable - p 1v:Actual = 70.00 psi H Only - 1,350.00 psi Fv:Allowable 170.00 psi Load Combination +D+L+H,LL Comb Run(I' Load Combination Location of maximum on span = 7.8835 Location of maximum on span 40.1_41,LL Comb Run 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Maximum Deflection - Span#1 Max Downward Transient Deflection 0.262 In Ratio= 777 Max Upward Transient Deflection -0.049 in Ratio= 486 Max Downward Total Deflection 0.484 in Ratio= 421 Max Upward Total Deflection -0.084 in Ratio= 284 Overall Maximum Deflections Load Combination span Max.-"Dee Location in Span Load Combination +O+L+ Max.'+•Del Location In H,LL Comb Run(L') 1 0.4845 8,355 � 2 0.0000 8.358 -.0.4.+H, L'+H,LL CombRun 0.0000 1.000 ( ) -O.OB41 1.000 INJ tb rSCMSC Engineers Inc. Project Title: 3470 Pipebend PI.NE Suite 120 Engineer. Project ID: H S C MSC Engineers Inc. Project Title: Salem,OR 97301 Project Desor: Project ID: 3470 Pipebend PI.NE Suite 120 Engineer: Phone:(503)399-1399 Salem,OR 97301 Project Title: '114«- fax(503)-399-8259 LWond Beam Email 6fIXd Polled 3FEB 20s u13aMN 02l Fax:Phon:sfond998259(503)399-1399 „, • s..,- `' flllr?:?NG:1983-201s29,1505017th tbtee..pyBo cgYpta, a Emad sford n x..d MB 205 o.wu :. ,, ,•>, :•$'2,-,,,ENERCALd:IN'l.',1a91R015:Bu4d$15,i.19°Y .5.1'1"a's.:, WO�Dd°Beem xx r • escnpbon front Beam Liu,#, . 57.23 ab,sE NB�RO,ilAbL.=ch•:I0NaQLbric9t60e31n5.21s0ta9105e 2B:MbBwOO16.r9Ent'P4g4inoereC.6pa;vfress cIp n c.Description: Front Beam CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 .Vertical ReaCtion8. Support rxrtatian:Far left is Cl Values in KIPS Load Combination S Load Combination Set:ASCE 7-10 Support 1 Support2 Material Properties +0.0,60W-i+10.022 0.331 +Dw.70E+H -0.192 0.315 Analysis Method:Allowable Stress Design Fb-Tension 750 psi E:Modulus of Elasticity Dw.750Lm0.75SLw.450W+H 0.105 0.338 Load Combination ASCE 7-10 Fb-Compr 750 psi Ebend-xx 1300 ksi *0.0.750Lw.750Sw.5250E4 0.552 0.772 Fc-Prll 700 psi Eminbend-xx 470 ksi *DwD50L 0W.0.6in w.5250E+H 0.121 0.188 Wood Species :Douglas Fir-Larch Fc-Perp 625 psi 00.600 0 -0.335 0.172 Wood Grade :No.2 Fv D441600,00.70E+0.6011O -0.357 0.357 170 psi Beam Bracing :Beam Is Fully Braced against lateral-torsion bucklingFt 475 psi Density 32.21 pcf LDr Only 0.357 0.357 L Only W(-0.602 E(-0.845) D(0.714 S(1.19) S ONy 0.595 0.595 W ON), -0.559 -0.043 E Only -0.785 -0.060 t.# H Only 6x12 . ._...................._..............................._..........__..............................................._........._..............._..........._Span=14.0 8 Applied Loads Service loads entered.Load Factors will be applied for calculations Point Load:D=0.7140,S=1.190k(d7.0ft Point Load:W=-0.6020,E=-0.8450 k p 1.0 ft ,.PESION.SUMMAR.Y ;Maximum Bending Stress Ratio = 0Shea Desi,nDK .765:1 Maximum Sar Stress Ratio 0.115:1 Section used for this span 6X12 Section used for this span fb:Actual = 659.64ps1 fv:Actual 8012 FB:Allowable = 862.50 psi Fv:Allowable 95.50 psi Load Combination +D+S+H .D.S+ psi Location of maximum on span = 7.0000 Load Combination matdm +p7B+H Span#where maximum occurs = Location of maximum on span = 7,00ft 1 Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.130 in Ratio= 1288 Max Upward Transient Deflection -0.020 in Ratio= 8284 Max Dowrnvard Total Deflection 0.209 in Ratio= 805 Max Upward Total Deflection 0.000 in Ratio= 0<180 .. ....... ...... ............ .... ........_.... .1 Overall Maximum Deflections Load Combination Span Max."Den Location in Span Load Combination Max.'+'Deft Location In Span *D*S+H 1 0.2087 7.000 0.0000 0.000 Vertical Reactions': Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.952 0.952 Overall MINimum 0.022 -0.043 *D"H 0.357 0.357 *D'L*H 0.357 0.357 +D+Lr+H 0.357 0,357 +D*S+H 0.952 0.952 *Dw.750Lrw.750L+H 0.357 0.357 *000.755L00.150S+H 0.803 0.803 BV 1 . . p A.0 TT)/ z.LaroE ce2 0 I " ie.l'eAe )::: i Al' 7 i&S ZAJ° = 49/ / "EAvE Di_7:- luts4 ILrilz) - tt C q p,,t7, bl-PAAS : 21-011 6.4. /7 +(- 09"/21 : 7 41P0 ,S1-7--- .'D ASZ (i VP) SI_ 1. .7. PFil Xi . I-4P'V,CAS. \cee f a-1,14121,4 2 1 osL sle4x9" ta . \See Pr/6 4P64,-I ust zap,c#, , . Exr,51;, g,t0 k LlXi2- ,OF'4.Z._ b7-Z1-74 • RAFrr, EA --cro5 -,31?).LicAir 1 LoA-Ds : C A f, 41'-',W24Fitirlf i ) ,- -- Di-r, is-e4 (2)4- 101P,Stqlefi 74-):.1 itSr0541.r- 2zaPif I-I_ , L'op-c4(/s`17_,) --,-- 31:01;v4 i-:,i9A,OS 1 ei_ "2-- 211P-5,,c ( LIAL-1-44)X\r„Asse.,•>36t C2P4 Pe':;4 I--a,0 F IP A PA7-14, 2 I.'-..3" rtit/)9 OL. :-121).54( ( / ) / / /) A ttsr- Lixe DF4z- 10.1, gze__ ___ 00-takt p 4,06E zif Try z ' /lacy • • • • . I, ,'Word?' a() thireg VTR 7b,c V2",111r1 , . - Deor 8 , .. ... wok —..............— ,,, kili SC FILE NO. AS-01 20 SHEET NO. ••?" / MADE BY m.C4,1IF DATE 7 -3- CLIENT /1//k.h AC/ ,6167/4 IMEMZEIMEMISII PROJECT N.S4/1.I# PK PA 4:o (ewe,- MSC Engineers Inc. Project Title: 141 S C. 3470 Pipebend PI.NE Suite 120 Engineer: Project ID: MSC Engineers Inc. Project Tdle: Salem,OR 97301 Project Desc: S 3470 PiOR 973 PI.NE Suite 120 En inlet: Phone:(503)399-1399C Salem,OR 97301 Prgecl Descr. Project ID: Fax:(503)-399-8259 `-'- Phone;(503)399-1399 Email sford WOOdB@8111; • nwusys xN 8259 FEB2015 I5 I5 .�# n Fax 503)399 -,: s , :FAA•llM4aS20151t501x40aWatat laQpcmgrAa,,; Email ,iord 1 ,.,x n3r` ,;`ENEItcnCc;ING:188.101S;dpilA815,Y,18„Verbi51,1 s'� WO�(,�B@OCIlzn s w r xt arEuzn,i5<rm ..z.,., �' •% ,fi , : ' c" :fib hiJo�i 2U161f$Ai?0bmm ro6'Paover ed Description Typical Ratter ,, ,.�, ENER0AL0,M.licensee euMSC L18 EYar ngineers Lin.#;KW-06005723 Description: Typical Rafter Licensee k:MSC Engineers Inc,` CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Vertical Flea titins' Support notation:Far left is#1 Load CombinationValues in KIPS Load Combination Set:ASCE 7-10 Support I Support 2 Support 3 Material Properties +D+0.750Lr+0.750L+H 0.103 0.132 no-.oe50L+0.750S+H 0.206 0.264 Analysis Method:Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity +0+0.80W+H 0.103 0.132 Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi +0+0.70E+H 0.103 0.132 Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi +0+0.750Lr+0.500L+0.450W+H 0.20e 0.264 Wood Species :Douglas Fir-Larch Fc-Perp 625.0psi +D+0.750L+0.7505+0.5250E H 0.206 0.264 Wood Grade :No.2 Be +060050L+0+0.600.5250E*H 0.062 0.079 180.0 psi Beam Bracing :Beam Is Fully Braced against lateral-torsion buckling 575.0 psi Density 32.210pcf +0.60 .70E+0.60H 0D+0.60E.0.60 H 0.062 9079 n y 0,062 0.079 :....................................................................._......................._............................................................._....................._9................_. Re etitive Member Stress Increase D ONy 9103 9132 P .........._....................................................................................................................................... Lr Only D(0.02401 00.034501 L Only S Orally 0.138 0.176 ,' 2 A 2x8 2x8 Span=8.10ft Span=1.0fl Applied Loads Service loads entered.Load Factors will be applied For calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans:D=0.0120,S=0.01725 ksf,Tributary Width=2.0 ft Maxum Bending tioen din .y Stress Ratio - ...? ....... .... OESXGN.$UMMAt Dust n OK Shear ' for this span 04921 Maximum Stress Ratio = 0.194:1 2x66used used for this span 2x6 (lc:Actual = 761.55 psi fv:Actual FB:Allowable = 1,547.33 psi Fv:Allowable _ 40.150psi Load Combination +D+S+H +D+S* psi Location of maximum on span = 3.9820 Load Combination a +p7S4H Span#where maximum occurs Location of maximum span = 7.647 R Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0,098 in Ratio= 995 Max Upward Transient Deflection -0.037 in Ratio= 848 Max Downward Total Deflection 0.171 In Ratio= 569 Max Upward Total Deflection -0.065 in Ratio= 370 Overall Maximum Deflections Load Combination Span Max.-"Dell Location In Span Load Combination in Mm.'+'Deft Location +D+S+H Span 1 0.1708 4.073 0.0000 1.000 2 00000 4.073 +D+S*H -0.0648 1,000 Vertical Reactions " :' Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MAximum 0.241 0.308 Overall MINimum 0.062 0.079 +O+H 0.103 0.132 +D+L+H 0.103 0.132 +D+Lr+H 0.103 0.132 +O+S+H 0.241 0.308 dl, N .q. s c MSC Engineers Inc. Project Title: c . 3470 Pipebend PI.NE Suite 120 Engineer: Project ID: % MSC Engineers Inc. Project Title: Salem,OR 97301 Project Descr: 3470 Pipebend Fl.NE Suite 120 Engineer: Project ID: Phone:(503)399-1399 Salem,OR 97301 Project Descr. 4 Fax(503)-399-8259 Email:sford fl ct rruv mlo hope (503 Wood Be8R1, Fk=)lOcitOi¢i1,3612 r4ipatio' Phone:(503)399-1399 ho 9 1399 Fax m�.�,.a Ema _:x, ,,,,,i,. i�z .7.n:--^� ZfI9a- ar s, Frugal "P"' 9�M ,,: .z ...,_�.. ..•,et+6Ncu'c,.we'toes-4ot6rBa�6ts,�.1s..¢a�6;is1a Wobd Beett! �, ��?�r � � ,� r•11. bu�n2ot 15612amWrore.,.uem„reart Description: Raftex5S6yllght Lrc#:KW00005723 �"'ENEFICAI�c md,19s3-2015,euadfi151.14Yer.6-16.1,1 Description: Rafter 5 Skylight ticensee:MSC Engineers lnc: CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Vertifombmnaadmit. Support notation:Far left is#1 Values In KIPS Load Combination Set:ASCE 7-10 Load ,750natian Support 1 Supporta• Support 3 +0.0.7501-r+0.750L+H 0.161 D206 Material Properties +0.0.750L+0.750S+H 0.316 0.404 Analysis Method;Allowable Stress Design +1340.60W-H-1 0.161 0.206 Load Combination ASCE 7-10 Fb-Tension 900.0 psi E:Modulus of Elasticity +0+0.70E+H 0.161 0206 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi +D.0.750Lr.0.750L.0.450W.H 0.161 0.206 Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi +D.0.750L.0.750S+0.450W+H 0.316 0.404 Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi +0+0.7501+0.750S+0.5250E+H 0316 0.404 Wood Grade :No.2 Fv 180.0 psi Beam Bracing Ft 575.0 psi .70E+060H .O.60D.O.60W+O.60H 0.096 0.124 :Beam is Fully Braced against lateral-torsion buckling Densityepi3 ss eaf 0 0.0 0.096 0.124 ..................................................................................................................................................................................................................................................................._R...._e0tive Member Skase Increase D Only 0.161 0.206 ..................................................._................ Lr Only D(0,036010(0.051751 1 Only S Only 0.206 0.265 W Only • E Only • H Only • 4xs • Axe Span=9.10 9 Span=1.0# Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans:D=0.0120,5=0.01725 ksf,Tributary Width=3.0 ft ,Maximum Bending Desk DESI LSOMMA Stress Ratio = ........... ...._ ...... .. ..................... 0.322 1 Maximum Shear Stress Ratio r this span = 0.127:1 4x6 Section used for this span 4x6 ib:Actual = 497.88 psi fv:Actual - 26.25 psi FB:Allowable = 1,547,33 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.9825 Location of maximum on span = 7.647 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Mex Downward Transient Deflection 0.063 in Ratio= 1548 Max Upward Transient Deflection -0.024 in Ratio= 1008 Mex Downward Total Deflection 0.112 in Ratio= 870 Max Upward Total Deflection -0.042 in Ratio= 566 Overall Maximum Deflections ----------- Load Combination Span Max.-'Deft Location In Span Load Combination Max.'+'Dell Location in Span +0.3+H 1 0.1116 4.073 2 0.0000 4.073 +D+S+H -00.0423 1.000 ns In LIPS Load Combination0423 1,000 Vertical Reaction Support notation:Far left Is#1 Values KIPS Support 1 Support 2 Support 3 Overall MAximum 0.367 0.471 Overall MINImum 0.096 0.124 +D+H 0.161 0.206 +0+L+H 0.161 0.206 +D+Lr+H 0.161 0.206 .0+041 0.367 0.471 (44 7 • MSC Engineers Inc. Project Title: 3470 Pipebend PI.NE Suite 120 En inset'. r S C MSC Engineers Inc. Project Title: 4 Project ID: 3470 Pipebend PI.NE Suite 120 Engineer: Pr'ecl ID: Salem,OR 97301 Project Dasa. Phone:(503)399-1399 Salem,OR 97301 Project Descr: w Fax(503)399-6259 Phone:(503)399-1399 Email sford Wood Beam; 9FFI N15 Tc 6259 Fax(503)399 •: - ynMAtt 11194909-201512okwtbreKp,V4to45 W<. C mail sford . .. ENER�.tr:IHG.)eas2Pls,aAna�.lslrr9.,vec6a3>w1 ';Wood Beams `.�� ... ��� r<. a✓ -.� :F'N4=Mope R015y1501201etaru res,phPo¢owr:ed�:- ••v ..` `^'-. < ,..�.-.;: �.x....ENI-RGALC:IN'b<'18ab40i5 a Engineers Description Ridge Beam Lin.d KW06005723 ' Description: Ridge Beam Lieansoe't MOO Engineers Inc CODE REFERENCES Calculations per NDS 2012,IBC 2012,CRC 2013,ASCE 7-10 •Vertical Reactions Support notallon:Far tail B#1 Load 1jo9 U.Co Support Values In KIPS Load Combination Set:ASCE 7-10 Support 2 Support 3 Material Properties +D+D+H,LL Comb Run('L) 0.657 0.758 +D+Lr+H,LL Comb Run(L•) 0.657 0.758 Analysis Method:Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity ▪D*Lr+H,LL Comb Run(U.) 0.657 9756 Load Combination ASCE 7-10 Fb-Comr *0.075 1.657 1883 Fc-Prll P 1850 psi Ebend-xx 1800 ksi D.0.750Lr+0.750L+H,LL Carib Run('0.657 0.756 1650 psi Eminbend-xx 930 ksi +D+0.750Lr+0.750L+H,LL Comb Run(L 0.657 0.756 Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi +0+0.750LroO,750L+H,LL Comb Run(L 0.657 8758 Wood Grade :24F-V4 Fe 265 psi Erninbend-yy 830 ksi +0.0.7501+0.7505+H,LL Comb Run(•L 1.386 1.602 Ft Beam Bracing :Beam Is Fully Braced against lateral-torsion buckling * 1100 psi Density 32.21 p cf D+0.750L+0.750S*H,U.Comb Run(L'1.388 1.602 ......._......_.............................................................._.............._...._................................................................................._. D+0750L.0.750S+H,LL Comb Run(LI 1.386 1.602 .................................................................................................................................................................... oo.o,e6W+H 0.657 0.758 +D.0.70E*H 0.657 0.758 D(O.OS40 S(0.140) +D.0.750L7.4.750L.0.455W+H,LL Com 0.657 0.758 ^ .u.. +Du0750Lr+0.7501.+0.450W+H,LL Car 0.657 0.758 • +D+0.750Lr+0.750L.0.450W+K LL Car 0,657 0.758 +0.0.750L.0.7505+0.450W*H,LL Coral 1.388 1.602 �. *D.0.750L.0,7505.0.450W+H,LL Conti 1.396 1.602 A cv4Y +c.0.750L+0.750S+0.450W.H,LL Coral 1.388 1.602 • 5.125x9 .12508 *D1-0.750L+0.750S.0.5250E41,LL Cow 1.388 1.602 -0o.75000.7508.0.5250E+1,LL Car 1,388 1,602 SDan.14.0 ft +D.0.750L.0,7505.0.5250E+H,U.Corr 1.388 1.602 SPen=1.0 R +O.60D19.60W+0.60H 0.394 0.455 ......... .. .. .... .70E+0.60H 0.394 0.455 ............... ..... __................. ...... ............. ................ Only 0.657 0.758 Applied Loads Lr Only,LL Caro Run(•L) Service loads entered.Load Factors will be applied for calculations. Lr Only,LL Comb Run(L•) Beam self weight calculated and added to loads Loads on all spans... L Only,LL Comb Run(LL) Uniform Load on ALL spans:D=0.0840,S=0.140 Wft L Only,LL Carib Run(•L) DESiGNSUMMARY ,. Desi nOK LOnly,LLCaffiR L Only,LL Comb n(LL) Maximum BendingStress Ratio = Shear SOnl0975 0.35T 1 Maximum Shear Stress Ratio 0.158:1 1.125 Section used for this span 5.125x9 Section used for this span = E Only fb:Actual = 985.56 psi fv:Actual 5.125x9 E Only FB:Allowable = 2,760.00 psi Fe:Allowable 48.25 psi H Only Load Combination +D+S304.75 psi Location of maximum on span = 6.961ft Load Combination maxi n +D3S+H Span#where maximum occurs = Span# of where maximummum on span = Span#1 13.2965 Span#i Span# occurs = #1 Maximum Deflection Max Downward Transient Deflection 0.215 in Ratio= 780 Max Upward Transient Deflection -0.048 in Ratio= 496 Max Downward Total Deflection 0.360 in Ratio= 466 Max Upward Total Deflection -0,081 in Ratio= 296 Overall Maximum Deflections Load Combination Span Max-'Deli Location In Span Load Combination *D*S+H Max.'*•D0e Location 1.50an 1 0.3602 7.039 0.0000 2 0.0000 7.039 +5+5+111.000 40808 1.000 KIPS Vertical Reactions ':' Support notation:Far lett is#1 Values in KIPS Load Combination Support 1 Support 2 'Support 3 Overall MAximum 1.632 1.883 Overall MINimum 0.394 0455 *0+H 0.657 0.758 +D+L*H,LL Comb Run(•L) 0.657 0.758 +D+L+H,LL Comb Run(L') 0.657 0.758 +D.L.H,LL Comb Run ILL) 0.657 0.758 +w MSC Engineers Inc. Project Title: S C 3470 Pipebend PI.NE Suite 120 Project Title: Project ID: MSC Engineers Inc. Project Title: Salem,OR 97301 Project Dasa: 3470 Pipebend PI,NE Suite 120 En9ineer: ' Phone:(503)399-1399 Project ID: • Salem,OR 97301 Project Descr: J, Fax(503)-399-8259MS Fan:Phone:(503 Email:sford own 3rEsmis 2 iiRv � aF ax(503)399 825999 Wood Beam ,,. " �n` ..,.�':.z'i.y, �,., � z��..,;� Flk.1rfJohg`�0i5n961281ct4t reeby86e., e5r: c_� F Ematl sfad Lic,#:KWA6008723 ,. •. "ENERBALb:INC 198YF016;,6Yildli l6.i.19:VeFb.1.1•!.' w�OE{S8�dR1 r e 31Eu ri,r1i ' x:.FNERCALC ING>icenseo1201neaaares ' T11,341 Description: Existing Header Licensee:MSC Engineera ln¢. -. --- aM ...�. .5 :_.� _ pert'rAvet ea Lin,# ion: 05723 015 a 4d.8a5,1 n$,v 8,15.11' CODE REFERENCES Description: Existing Header Licensee:MSCEnginoers Inc Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 .VefticalReacti0ns" -i Suportnotation:Far left is#1 Load Combination Set:ASCE 7-10 Load Combination Sup,976 Supt 487 Values in KIPS Material Properties +D.0.750L+0.7508+H 1,976 1487 +0.0.60W+H 0.880 0.662 Analysis Method:Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity +12•0.70E+H 0.880 0.662 Load Combination ASCE 7-10 Fb-Compr 1,000.0 psi Ebend-xx +D.0750L..8.7 0L+0.450W+H 1.869 1.379 Fc-Prll 1,000.0 psi Eminbend-xx 1,300.0ksi +D+0750L+0.7505.0.450W+H 1.976 1.487 Wood Species Fc-Perp 1,000.0 psi .06▪ 0.750L+0.7506011 50E+H 1.976 1.487 Wood Grade Fv 65.0 psi +0.600.0,75E.o.60H 0.528 0.397 Ft 65.0 Pd Density +0.600.0.70E+0.80H 0.528 0.397 Beam Bracing :Beam Is Fully Braced against lateral-torsion buckling 34.0 pcf DOnly ................................................................................................................................................................................. D only east) 0.662 D(o.72)L(1.21 Ley 1.319 0.956 t i 0.IR21 1V)010.01 + S Only 0.143 0.143 + W Only E Only H Only • • • A 4,12 Span=3.583 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load:D=0.220,L=0.30,S=0.080,Tributary Width=1.0 9 Point Load:D=0.720,L=1.20k(i5?,1.250ft DES{G.61SU.MMA.R.X ;Maximum Bending Stress Ratio = Desi•n OK ...t.... ........................... .x12 1 Maximum Shear Stress Ratio 1.x12:1 Section used for this span 4x12 Section used for this span fb:Actual = 379.14psi to:Actual 4X12 FB:Allowable = 1,000.00 psi Fv:Allowable 65.00 psi Load Combination +D+L+H = 65.00 psi Location of maximum on span = Load onCoof maxim +p+L+H 1.2555#1spanLocationofmaxmumon0.00001 Span#where maximum occurs = Span#1 = Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 8054 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 In Ratio= 4841 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination.. ..... Span Max.-Deg Location in Span Load Combination vDeL+H Max.•+•Del Location in Span i 0.0089 1.713 Vertical Reactions 0#0000.000 Load Combination Support i Support 2 Support notation:Far left N#1 Values In KIPS Overall MA)Umum 2.199 1.618 Overall MINimum 0.143 0.143 +0"H 0,880 0.662 +D+L+H 2.199 1.618 +0+Lr'H 0.880 0.602 +D+S+H 1.023 0.805 +1.0.7501r.0.750L+H 1.869 1.379 ,W` _©t oiD A rz0o .1 id A SS a Ka Sox-L p,c 2R. 7-, E2S . piP.. £e1 Pr r'. .5 tre . i&,e fs,f Coe;, 6F I;C erlo = azs- Pc,,s,s1tve_ c-esSt,f a e 2 Ps-c/0.- po N44�E �� 5�r�p 1�mint_tLi--.1-244$9,4 IZ" S f c:p r7-',1P7"1.OF�,0 ' i 49 0yr ZoPk(1.2'41) Z ) /allo�a- 64r.I.�R )'.ta, D z.-.... 1c©op. (I.?)z 26vopv, ,01.444-6) 1s f =3qo r 4IIoc0. PrLo to e apei),,,c =(2po k'- �aof1 ).3f = H °G 21)9 It a• ail ,tStPre el F7 ie =,Fie-i5-i4j- I-v 14. ;... t- �'t£ __:._.o. 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