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Plans 3 0 ■ eIc ENGINEERING 4,,t ;..-[� an M���;,1%x..; '�� H�, �,k; . .4`FsarK e . . . .. riti ..„1e ,,, ,.;',-,# ,..fry>:.,..` t �,:::Noze, `t "°. -"4'::::-`7,., Wednesday, January 03, 2018 I-1 .'1 Auric Solar JAN V 2011 2310 S 1300 W West Valley City, UT CITY ter- RE: ROOF EVALUATION FOR 12343 SOUTHWEST 132ND COURT, TIGARD, OR As per your request I evaluated the roof for the residence located at 12343 Southwest 132nd Court, Tigard, Oregon. The existing roof framing consists of 2x10 trusses at 24" o.c. and 2x4 beams where the solar panels will be located. I have evaluated the existing roof framing using RISA finite element analysis software and enercalc analysis software. The following loads were used in the analysis of the roof framing: Dead load 12.0 psf Solar panels 3.0 psf Snow load 25.0 psf It was found that the existing roof framing has adequate capacity to support the additional weight of the solar panels. It is my recommendation that the roof framing will safely and adequately support the solar panels. The mounting hardware should be installed such that the loads can be evenly distributed along the rafters or top chord of the truss. The racking should be installed per the manufacturer's specifications directly to the rafters or truss top chords. I can be reached at 435-654-6600 extension 123 with any questions. Respectfully, � ..et PROFFS kid\. GINE" sai OFFICE COPY WIE w Sal‘ CITY OF TTGARD `0REt' REVIE FOR CODE COMPLIANCE Iron „r. H,,4� 1/3/18 Approved: OTC: I I - EXPIRES 6144k Permit if: »i s-1-,411 I FP Qd Op 7 Adam Huff, S.E. Address: ), _3 93 Sur 1��oZh c- - Suite#• Epic Engineering, P.C. By: Date: .)O—j Haber Cit),til43'-t: -660() (est Valle\ i"1 801-9';',---',60c Williston ND 7(1-774-520n) killifeerNI) 7()I-76-1-71:31 Veinal.I F 4„-781 21 i3 View,AT. 480-30n-6c'c)4 w'en.epicene.net [L .X M? 113 Envelope Only SoluPon SK- 1 Jan 3, 2018 at 5:22 PM TL1 and TL2 TL2.r3d Company 'I RISA Designer : Jan 3,2018 JobModel Number e 5:17 PM Checked By: Envelope Wood Code Checks Member Shape Code Check Loc[ftl LC Shea...Locf..Dir LC Fc'fk...Ft'fksilFbl'f...Fb2'f...Fv'fk... RB CL CP Egn 1 M1 2X10 .221 3.809 4 .156 7.618 y 4 1.725 .854 1.4551.746 .207 0 1 1 3.9-3 3 M3 2X6 .153 7.167 4 .016 14.3...y 1 .039 1.0091.4261.977 .162 20.505 .829 .02 3.9-1 Wood Design Parameters Label Shape Length[... le2[ft] le1[ft] le-bend to...le-bend bo... Kvy Kzz CV Cr y sway z sway 1 Ml WOOD2xlo 7.618 00 Lbvy Yes 0 Lb} 3 M3 WOOD2x6 14.333 Lbyy Yes es Basic Load Cases BLC Description Category 1 X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 Dead Load Envelope Joint Reactions Joint X fkl LC Y fkl LC Z fk] LC MX fk-ftl LC MY Fk-ftl LC MZ fk-ftl LC 1 N1 max 0 1 .649 4 0 1 0 1 0 1 0 4 i t 3 N3 max 0 11 1 649 4 0 1 0 1 0 1 0 1 5 Totals: max 0 1 1.299 4 0 1 ... ..,... Emun 4. 537., .... 1° , .. ..., ..... Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connecti... 1 IBC 16-8 9Yes Yes Yes Yes Yes Yes Yes Yes Yes m 3 IBC 16-10(a) � ) Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-10(c) _ � ) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes Member Distributed Loads(BLC 1 :Dead Load) Member Label Direction Start Maanitudefk/ft,F ksfl End Magnitudefk/ftF,ksfjStart Locationfft,%'End Location[ft,%1 1 M1 Y -.03 = -.03 0 0 Member Distributed Loads(BLC 2 :Snow Load) Member Label Direction Start Maanitudefk/ftF ksf] End Mapmtude[k/ftF ksflStart Locationfft,% End Locationfft,% 1 M1 Y 05 05 0 0 t]9 RISA-3D Version 15.0.2 [C:\Users\tsmythe\Documents\RISA\Model Files\untitled.r3d] Page 1 Company Jan 3,2018 ''I R' Designer 5:17 PM SA Job Number Model Name Checked By: Member Primary Data Label I Joint J Joint K Joint Rotate(deo_ Section/Shape Tvpe Design List Material Design Rules 1 M1N1 N2 -,—_ WOOD2x10 Beam None DF Typical 3 M3 N3 N1 WOOD2x6 Beam None DF Typical Envelope Member Section Deflections Member Sec x[in] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y Ratio LC (n)L/z Ratio LC 1 M1 1 max 0 1 0 1 0 1 02 1 NC 1 NC 1 3 2 max 0 1 -.013 1 0 1 0 1 9069 953 1 NC 1 5 3 max 01 -.019 1 0 1 0 1 6462 342 1 NC 1 7 4 max -.001 1 -.018 1 0 1 0 1 9069 953 1 NC 1 4 � 9 5 max -.001 1 .01 1 0 1 0 1 NC 1 NC 1 11 M2 1 max .014 4 009 1 0 1 0 1 NC 1 NC 1 13 2 max .013 4 -.016 1 0 1 0 1 9071 146 1 NC 1 15 3 max .012 4 -.018 1 0 1 0 1 6463.191 1 NC 1 1 �3 17 4 max .011 4 -.011 1 0 1 0 1 9071.146 1 NC 1 18 ...; ., ,00 1 14 ,.... . 1 .:1363T026 .,4 . ... ... . x11: 19 5 max .01 4 .004 4 0 1 0 1 NC 1 NC 1 1 21 M3 1 max -.004 1 0 1 0 1 0 1 NC 1 NC 1 23 r 2 max -.003 1 -.038 1 0 1 0 1 4482.188 1 NC 10 25 3 max -.002 1 -.054 1 0 1 0 1 3193 559 1 NC 1 27 4 max -.001 1 -.038 1 0 1 0 1 4482.188 1 NC 1 28 . ..003 4. ..... . .1 .. ..: . ...° .:1. . ..... .4482.1 ; . NC 29 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 Envelope Member Section Forces Member Sec Axial k LC v Shear k LC z Shear k LC Toraue[k-ftl LC y-y Momen...LC z-z Momen...LC 0 M1 0® 1.044 4 .299 4 0 1 0 1 0 1 0 1 n 1: 0 0 o 99 4 149 4 0 0 0 0 171 0 0 4 7 a 5 - 936 - 0 1 0 0 0 228 'a B4 Fl 883 4 06 1 0 0 0 0 0 .171 EU 1:. 1 '9 4.: 0 0 7 4' max 829 12 1 0 0 0 0 0 m M2 E .829 4 .299 EtE 0 WE 0 0 NM 0 ME max .883 4 149 4 0 III 0 Ell 0 171 0 4 RISA-3D Version 15.0.2 [C:\Users\tsmythe\Documents\RISA\Model Files\untitled.r3d] Page 2 CompN Job 'I S� Designeruanymber : Jan 3,e 2018 Che k Model Name Checked By: Envelope Member Section Forces(Continued) Member Sec Axial[k] LC y Shear[k] LC z Shear[kl LC Toraue k-ft LC 15 3 max .936 4 0 1 [ ] y-y Momen...0LC z-z Momen...LC - 0 1 0 1 0 1 -.228 1 ,,W;::';',116ii °mtm} . : '75 1 : 0 : .1 0 ::. 1 : 0. 1. 17 4 max .99 4 -06 1 0 1 0 1 � 1 569 ; 4.: 18"' m ►m, .31 1 . 149. .n, 4 0 1 0 1 -.171 1 19 5 max 1.044 4 -.12 1 0 1 0 1.. .: 0 1 . _ ..427: 1 0 1 0 1 0 1 2,O : m"tmmti ,418 1 -.299 ':T 4 .. : 0 1 max -.353 1 .014 1 0 1 21 M3 0 1 V ,- 1: 22 ; _ . 0 1 0 1 0 1 mmt3. -.881 4 .014 : 1. . :,: 0,. ,. 1,. 0 _ ... 0. 1 :. 23 2 max -.353 1 .007 1 0 1 0 1 0 1 -.039 1 24 1"mti -.881 :4 .0O'7 ;y, 1. , ,> ; 1. . ,' :_ 1. 0 , " .03 : fi 25 3 max -.353 1 0 1 0 1 20� 0 1 0 1 -.051 1 ;mmml -.881 ,;!4 '0 , :'. 1 ::..0 1 ,0 . 1 t . ..: 1 .' 05.1` 1 27 4 max -.353 1 -.007 1 0 1 0 1 28 '.mid. , .881 ;'4 -00 ::. 1 0 ; 1 m ., .; 0 ,. : 1, F. 0 1 -.039 1 0., .. 1. 033; . 29 5 'max -.353 1 -.014 1 0 1 ..m`iii, .x.881 : :4 014.. "".`] . '0. 1 : 0 :. 1 0 1 0 1 Envelope Member Section Stresses Member Sec Axial[ksil LC v Shearf... LC z Shear[... LC v-Toofksil LC y-Botfksi] LC z-Toafksil LC z-Botrksi] LC 1 M1 1 max 075 4 032 4 0 1 0 1 0 1 0 1 0 1 2" mm . , 1 - 013 . 1 .. 4114.64blfflOttirl iiiiii 1. 0.. 3 2 maxs .071 4 016 4 0 1 239 4 096 1 0 1 0 1 4 m1 �9 1 ' ,. 1 a°r 0 .,; '1,,. .096 ..=1.,, - ... 4 0,: acktimiougstwv 5 3 max .067 4 0 1 0 1 .319 4 -.128 1 0 1 0 1 4_ ! m ....,.0 i 'fie . :: 1...:; 0. ,; 1 r.....:4 . 1 -.3194i 0.:.- 7 4 max .064 4 -.006 1 0 11 0 ' 1„, � - .239 4 -.096 1 0 1 0 1 li .,.02 1`�. ;0.16.. .4 t 0"..., .# .r_1.4 ' .f, .2O9. 4 0 9 � 1 Q 5 max .06 4 -.013 1 0 1 0 1 0 1 0 1 0 1 1O : mtjiii-' 4 .., 1. i ..032 ,..' 0 ,_RIR.... tf 11 M2 1 max .06 4 032 4 0 1 1 0 :1.' 0 r; 1 ,' 0 1,. 12:,. m iii , ,.024 0 1 0 1 0 1 0 1 13 1 ,_018.., 1",, 0 VINS0 al . w0 . : :1 0 ,.: '1 : li .. 1ig: 2 max .064 4 .016 4 0 1 .239 4 -.096 1 0 1 0 1 ::'..:';',1',!.Jf..433TAISISSZiaiiiii-4 1:15!;,!': *iithiaiD2Sal Aft : .Elif lilifilI,OfiliCF210 ..,t6 9 4 `` t,.; 15 3 max 067 4 0 1 0 1 1" 0 "`' 1:: 1Oi - x 319 4 128 1 0 1 0 1 felift 027 1 ,: 1....., 0 1 z. _.'12- ']. 319 . 4 ` 0 1 . 0 ;- 1`: 17 4 max .071 4 -.006 1 0 1 .239 4 -.096 1 0 1 0 1 18 m.min ..,,.029 x.,.1: 01044%..01:15#1114' 1,M. .'• . .1 , .,239 4: 190 1 'N.14:2011'.42.:1412 5 max 075 4 013 1 0 1 0 1 0 1 0 1 0 1 t m 1 . .082 . .: 0. 1 111163:1111141 21 M3 1 max 043 1 003 1 0 1 0 1 0 T 1 0 1 0 1, t 22i'4'.'''''''141)150.1,W.'31"101:03104-'44g. 0 :=1 1 0 1 23 2 max -.043 1 .001 1 0 1 .0 0 1. " 0 1., . ., 1 q, 061 1 061 1 0 11 - 0 1 1 .7 ����;: 1 ..: .,0,,. , .,, 1 , :.1 . m 1 1 t,. 011 , 25 {� , "=1= 3 max 043 1 0 1 0 1 082 1 082 1 0 1 0 1. 28 ` : rmlmi 1 . .4. . . 1. 0 ., . 1 . :,... '' 1 .08 'F F: 0. 1 t1 .., :1:i 27 4 max 043 1 001 1 0 1 061 1 061 1 0 1 0 1 ," 28 1021, ,.,. 00'1", 1 .;, Q ... :.1 ,,n�1 �,1:F . 06.1 `i:.., 0 �, 1 3. • _. 29 5 max 043 1 003 1 0 1 0 1 0 1 0lEgiRE 1 O 1 tt z:80 A n .147 4,�.., 003= 1.. 4: . 1 ' . : RISA-3D Version 15.0.2 [C:\Users\tsmythe\Documents\RISA\Model Files\untitled.r3d] Page 3 Company : Jan 3,2018 IIRISA Designer Che ke Job Number Model Name Checked By: Envelope Member Section Torsion Member Sec Tore ue k-ft LC Torsion Sh... LC - War. S...LC z-z War.S...LC z-To. War... LC z-Bot War... LC 0 M1 EMMEN 0 0 0 0 NC En NC NC NC e , NC : ; NC .: NC C : .. ©—©IME! 0 El 0 0 NC IMI NC ME NC i. NC iM 4= n 0 .. NC C ;:. .: NC 1 . Ell—©uI"�- 0 El 0 Ell NC M NC ME NC iii NC IN 6 girt 0 NC N NC li. ,..„.:,;::::,,,,,,,,,,,,,,,,;:,::::,:::::::,,n, 0 0 NC - NC - NC - NC ::(:::,,,,,,, ,,,,,::::.,,,:::.. El i: max 0 C NC - C - NC m .. 0.: NCN : . NC.. NNC. :.°NC Eli M2 0�i 0 0 0 EU NC III NC • NC III NC I._ 1 ..i.i'fl ►j. ;NC. NC:: max 0 H.. 0 0 NC NC NC '14::.. iii ® NCIt.,,,„Nc.,,,,,,,, :NNC NC .T7, 0 0 NC NC NC NC ® # NC NC NC NC Elm max 0 0 NC NC NC NC 18 :: min ® :. ,: NC . : 19 —©® 0 um 0 0 NC N NC ME NC - NC 1.1 0 : NC C ® M3 0® 0 NE 0 0 NC MI NC - NC - NC MI NC .NC SIC M, U max 0 N 0 NCMN NC NC NC mt ® N NC _, NC ® i .� , max 0 0 II NC NC NC NC of 0 . r ,,„ ®- 4 max 0 II 0 11 NC El NC e _ NC. NC MT ii 5 . .. . NC . .; sC ... NC ::Me 29 5 max 0 1 0 1 NC iii NC M. NC NC MI ¢a ., . :1415,,10.5.Z.1 :1,. ... 1; . .NC ... . .. ... ..NC. . : NC NC Wood Section Sets Label Shape Type Design List Material Design Rules A fin21 lyv fin41 lzz fin41 J fin41 1 WOOD2x4 2X4 Beam None DF Typical 5.25 .984 5.359 2.877 ; .C� ; �T 7T 3 WOOD2x8 2X8 Beam None DF Typical 10.875 2.039 47.635 7.093 4 rW 0 3 :10 2X1. . Beim. Eos E_ € 'ypi al :V 13.1 75 .60 : "98.932 'm .9.343, RISA-3D Version 15.0.2 [C:\Users\tsmythe\Documents\RISA\Model Files\untitled.r3d] Page 4 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 '•' Printed.3 JAN 2018,5 31P Wood seat7'14 06.231 36 sst-t 3WAPt Ktl2 l -6soverhai 6 1t'1921 .2 phi K�t�4�sf� -5 • .._ ..,'',FNERCAIC INC..1 -2017,Bi l a 4712:ft Ver l t}.f7,210. Lic.#:KW-06007744 Licensee:EPIC ENGINEERING,PC Description: Overhang CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1000 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1000 psi Ebend-xx 1700ksi Fc-PrIl 1500 psi Eminbend-xx 620 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 180 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 675 psi Repetty 31.2paf g Repetitive Member Stress Increase D(0.03)bS(0.05)0b 0(0.03)5(0.05) d 0 0 0 2x4 2x4 Span=1.333 ft Span=7.30ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft Load for Span Number 2 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft DES/6N SUMMARY. 1: Desi•n OK Maximum Bending Stress Ratio = 0.998 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 2x4 Section used for this span 2x4 fb:Actual = 1,978.85psi fv:Actual = 80.82 psi FB:Allowable = 1,983.75psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.752ft Location of maximum on span = 1.333 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.325 in Ratio= 269>=180 Max Upward Transient Deflection 0.000 in Ratio= 0<180 Max Downward Total Deflection 0.528 in Ratio= 165>=120 Max Upward Total Deflection 0.000 in Ratio= 0<120 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H Length=1.333 ft 1 0.070 0.191 0.90 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 1552.50 0.00 31.01 162.00 Length=7.30 ft 2 0.489 0.191 0.90 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 1552.50 0.11 31.01 162.00 +DD+L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted:3 JAN 2018 5 31P Wc,vd Beam File=41132.166231 rt , HSKC -4125 a P 02E1204 aria. E ER 1NC.120Y7, 1tr1 121 ,Vei 1f�17.12.11 Lic.#:KW-06007744 Licensee:EPIC ENGINEERING,PC Description: Overhang Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ft) F'b V Iv F'v Length=1.333 ft 1 0.063 0.172 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 1725.00 0.11 31.01 180.00 Length=7.30 ft 2 0.440 0.172 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 1725.00 0.11 31.01 180.00 +D+Lr+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.050 0.138 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 2156.25 0.11 31.01 225.00 Length=7.30 ft 2 0.352 0.138 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 2156.25 0.11 31.01 225.00 +D+5+H 1.500 1.00 1.15 1.00 1.00 1.00 0 0.00 0.00 Length=1.333 ft 1 0.142 0.390 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.07 282.46 1983.775 0.28 80.82 2077.00 Length=7.30 ft 2 0.998 0.390 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.51 1,978.85 1983.75 0.28 80.82 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.050 0.138 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 2156.25 0.11 31.01 225.00 Length=7.30 ft 2 0.352 0.138 1.25 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 2156.25 0.11 31.01 225.00 +D+0.750L+0.7505+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.120 0.330 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.06 238.94 1983.75 0.24 68.37 207.00 Length=7.30 ft 2 0.844 0.330 1.15 1.500 1.00 1.15 1.00 1.00 1.00 0.43 1,673.99 1983.75 0.24 68.37 207.00 +D+0.60W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.039 0.108 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 2760.00 0.11 31.01 288.00 Length=7.30 ft 2 0.275 0.108 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 2760.00 0.11 31.01 288.00 +D+0.70E+H 1.500 1.00 1.15 1.00 1.00 1.00 Length=1.333 ft 1 0.039 0.108 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 2760.00 0.11 31.01 288.00 Length=7.30 ft 2 0.275 0.108 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 2760.00 0.11 31.01 288.00 +D+0.750Lr+0.75OL+0.450W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.039 0.108 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.03 108.40 2760.00 0.11 31.01 288.00 Length=7.30 ft 2 0.275 0.108 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.19 759.41 2760.00 0.11 31.01 288.00 +D+0.750L+0.7505+0.450W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.087 0.237 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.06 238.94 2760.00 0.24 68.37 288.00 Length=7.30 ft 2 0.607 0.237 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.43 1,673.99 2760.00 0.24 68.37 288.00 +D+0.750L+0.7505+0.5250E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.087 0.237 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.06 238.94 2760.00 0.24 68.37 288.00 Length=7.30 ft 2 0.607 0.237 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.43 1,673.99 2760.00 0.24 68.37 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.024 0.065 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.02 65.04 2760.00 0.07 18.61 288.00 Length=7.30 ft 2 0.165 0.065 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.12 455.64 2760.00 0.07 18.61 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.333 ft 1 0.024 0.065 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.02 65.04 2760.00 0.07 18.61 288.00 Length=7.30 ft 2 0.165 0.065 1.60 1.500 1.00 1.15 1.00 1.00 1.00 0.12 455.64 2760.00 0.07 18.61 288.00 Overall.Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.2821 0.000 +D+S+H 2 0.5280 3.711 0.0000 0.000 Vertical Reactions. ', . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.414 0.286 Overall MINimum 0.255 0.176 +D+H 0.159 0.110 +D+L+H 0.159 0.110 +D+Lr+H 0.159 0.110 +D+S+H 0.414 0.286 +D+0.750Lr+0.750L+H 0.159 0.110 +D+0.750L+0.7505+H 0.350 0.242 +D+0.60W+H 0.159 0.110 +D+0.70E+H 0.159 0.110 +D+0.750Lr+0.750L+0.450W+H 0.159 0.110 +D+0.750L+0.7505+0.450W+H 0.350 0.242 +D+0.750L+0.7505+0.5250E+H 0.350 0.242 +0.60D+0.60W+0.60H 0.095 0.066 +0.60D+0.70E+0.60H 0.095 0.066 D Only 0.159 0.110 Lr Only • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ., .! ;_. Printed'3 JAN 2018,5:31PM Wood Beam =#Y1�32.'t ;23'I�361hebarEER F13SHSKCO 4‘25kt5C 3%1#7PFL KSC12EI2M1avertrang.en6' File , EN RCALC lNG 19832017K.tiuiltl1417,12.#t1 Ver44.17,1210. Lic.#:KW-06007744 Licensee:EPIC ENGINEERING,PC Description: Overhang Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 L Only S Only 0.255 0.176 W Only E Only H Only