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VLMKC O N S U L T I N G . . E N G I N E E R S 503503.28222.926453 3 vimk @vlmk.com 3933 SW Kelly Avenue • Portland • OR • 97239-4393 www.vlmk �;•'CEIVED H i 10 2013 STRUCTURAL CA L COLA TIONS'IOFTIGARD ILDING DIVISION for GREEN WA Y TOWN CENTER WHOLE FOODS MARKET TI 12220 SW Scholis Ferry Road Tigard, Oregon 97223 for Cushing Terrell Architects Engineers 200 West Mercer Street, Suite 503 Seattle, Washington 98119 ist— ��1 (•G}N . `�`4> / / ,, 7A t t 16 0Nc.saw Prepared By: Ken Rust, P.F. VLMK Job Number: 20130334 October 2013 Calculation Sheets: S-1 thru S-11 IStructural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VI.MK Consulting Engineers, Inc. DESIGN LOADS: . Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Snow Drift As Required Dead Loads: Roof (Existing) Roofing (new and future) 4.0 psf Insulation 1.0 psf Sheathing (5/8" plywood) 1.8 psf Joists (TJL/TJI at 32" o.c.) 2.0 psf Girders (Glulams at 32'-0" o.c.) 1.5 psf Mechanical and Electrical 1.7 psf Total Existing Roof Load (Joists) 10.5 psf Total Existing Roof Load (Girders) 12.0 psf Parallel Chord Load Tables/Snow (115%) s-' Open Web Series ==Z Allowable Uniform Load(PLF) TJL TM Series Roof(115%) 323 323 354 354 3 354 354 354 344 344 344 344 344 344 ------- �?2�6+�.0 260 297 297 330 330 337 337 337 337 329 329 329 329 '7 -V,:". 3.?i r ,J,: -'. fii'r :�' , :' .:: .t5 �i 'aT4.�K1.° 1R r n 1E �+ h � T F-, � �4 �..Y �57 �r,, `fie ' s ��, 29f329 Est 14�1�" � 98`2�� ':285 285: t� " 10,5 am ,, � erg$• it 1 4, 2x'89.289; 284 2841, t,, .. 4�.i0. tA- "s' `r � a-t• S r q".1:..1;i?'Ti'C' 83`'283 283 283`. 1111*W 3 1 249 249 266 266 274 274 274 274 274 274 273 273 257 257 230 230 244 244 253 253 252 252 252 252 252 252 I 103 202 202 214 214 224 224 235 235 235 235 235 235 r ,c,L,: �,1,t 1.80,,80 80 f 1. 15471 157 68 17 47 58 139 139 1 4.."2...; - ,, . "• x c ' Wit,} r.1'''',.-,:06.. , r _ . 1 u , .. . ._. -- 50' 1 "c:' '. •' + Fez -..,,„-,z,...„„:ry.$: I , �i .F3r,4,k ' 7: ^[tlq ac",t,. .t, ID,'ix r r „�.d`1.a,^.,:,,,,,t.„..„. -.. f 1.--...:4_4.. ie ' P, ' 'trk, _ r, i,: yr x4 j., 't: 1, r ' � %Lf .:� �':... .:.s., .. .4 "N :R": �•ie ' 41 • 37 I 34 44 ' , e .. , 1 Y r; ..-'7. 14 te-'fin±• f.,? Zzr fti"•:Krr *�; -+. " *, rx k"?' s3 . ry 34 tip 'i TJLX TM Series Roof(115%) I 288 288 329 329 335 335 342 342 349 349 356 356 363 363 364 364 364 364 364 364 364 364 364 364 364 364 339 339 246 246 285 285 298 298 304 304 310 310 316 316 322 322 323 323 323 323 y3g23 323 323 323 323 323 323 323 301 301 1,_._._'.Yr d ` r'-r7j :y , ', rr i4 2991L. 9 x^917 #' '., , '..1a'32911 2'71 27', C qi p 1 �Y ,�, r `.k- "�x `�"�' '111 N,,z ,26§, . 265 265 ` 66 2'0 265 265 246 246 fpy$t -�+ t"' t �-r�� ypF� r t n a,+ � s+ �8�w st' : : 4 fl Ltae Y. 31121 r�1+ :dam. ,- ' '11,' 243 '`.t' c ...14' ,d + 43? 243. 2g� X43;� x 2 2�.2A3 226 its= 104 1:.1 181 i•.,.�ilk 44*,,s1 q 223 223 224 224 224 224 224 224 224 224 224 224 224 224 208 208 '' 199 199 208 208 208 208 208 208 208 208 208 208 208 208 194 194 68 ,, ' 91 174 174 188 188 194 194 194 194 194 194 194 194 194 194 181 181•I$ 56 1'75 7� N,97c 1 7 a 7 a 7� +ty.r<' �, a°L`�� 82 132 ;i69 •169►. 47 62 1 0S +Wy 91 102 �t .SCI i �'7 �, *i't '' �. -¢?" /IT 159 159t )3 63 ;0 �9 ,1 r 8h% k il�i-t4 r ' a 1— — 58 — 1�. 3aa.. � t62'- 167 151 15 33 45 I 45 60 �8 '''''n 73 90 144 144 153 153 153 153 143 143 29 38 38 51 50 63 77 138 138 146 146 135 135 25 33 33 44 43 57 54 66 -- !' 132 132 129 129 {.;t29 =39 t 37rrf50�1 t ';+ ._ 3 123'•` ryn 1 2 :4 3' -4 55 5) ( 61 72. ' #�6 f•4'''' 'f 1, :ts'?,x29, 38 -s-,.,€ 4., .::44. '53 "' t .i,,; r +. '..d�. , fl ' S I yGi., '0T 1 25 34 32 43 39 �: 47 y a 56 66 ': 9 rte '',..e. Pi 8 °;:83-1' 88°�X88 a,'4- '4---:.4.... 28 38 I 35 47 42 50 58 H "'2 Z 774 77 t '1;4` tG 6I 51 y 25 34 31 42 I 38 N t. 45 `: 2 ; 60 ,`'i X67 At x.07 a1 , 1 ,vr,- 6A �8 I 4', 8. 8•'' 'd 4'. 1 l. ':j 7� 62 1 srar-t• 4' 1. r`r.'` 1 .'"';ir . 'F 1.(f ., 1 J 34 1 30 4. Sb .: ' i.--4....."14 , 1 I 7. b38' rC 1.1 FL=Flat roof less than 14"in 12"slope. SL=Sloped roof:greater than%"in 12"slope. Notes: 1. Straight line interpolations may be made between depths and spans. 2. The load tables are limited to simple span uniform load.The tables may also be used for bottom chord bearing trusses(maximum bottom chord slope of 1"/12")with or without cantilevers-at one or both ends.The cantilevers are limited to 1/3 of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs.Call your local Trus Joist representative for other conditions. 3. Values in area may be increased 7%for repetitive member usage if the criteria on page 9.3 is met. -Note:Check with your local Trus Joist MacMillan representative on availability of TJLX in your area. 6.14 r,1",. .,.._.°, - 3 -T31/3T griPAC / — I LOAD -SPAN TABLE PAGE . 1PCPSW g ® SERIES - T-2 RESIDENTIAL FLOOR (100%) TJI DEPTH ! 1 I JOIST SPAN=Clear Span Plus 1/2 Minimum BearingDistance At Each End ....,./ ..., (See I/D-6 for minimum bearing distances) .-/-- ALLOWABLE UNIFORM LOAD (PLF) - RESIDENTIAL FLOOR i SPAN 10"III 12"Ti I 14"TJ I 167.1i 18"TJ I , 20"Ill Live Total Live Total := Live Total Live Total Live ,LTctal Live ' Total 1 (feet) Load '.1 Load :—',':.';i. Load ,; ' Load Load ',-- Load Limit Load Limit ' Load Limit Load Limit Load Limit .4tiTied Limit Load 6 ='2. :1'',3`=21‘n! 7 RTzzil t•A"Z:$ , KLAM — , 374 : E.T.; '....,...-...-'''.„: 8 ;.-R*11,, M.,,',,.---713 riaM ,h. r:.-N' —. ... .)51-7-'' 1 0 :''''E., ,2 '': VAM= 51;0.,5 -7-. Zr.'ileY:i21.Lj 11 :41-)V.Tig '',238 Z.':77, --4".,3.-Fi 12 Itat M747. 2.18 Mi731 rir A: 04. 1 2 IM13 01 VEE42M, 14 109 ....,MM2 15 ',.• 92 444r-..4 ':1650; .174- 16 . 73 iblike4-A 106 ;.320 7: ,Altas, ! '164' 17 59 '4*I.Z.g. 86 .' rie- 116 -'1.1(10::' 150 ;' 154 18 48 'W0* 70 -107 95 ,41174!: 124 1.45 - 155 yPe 174 1 19 39 81; 58 • 101 79 .t140.:,•, 103 i" .--;., 3 ' • ',::-4::::" 157 '-..'165 20 , 32 --7S 48 ; ,96 66 1MM 86 V''81 InallEri 132 :,,157 21 : 28 4.72g 42 .91 . 58 ,41;411 76 EMIZIIIMNI 117 22 25 IMi 37 __83,. 51 Iii92.3 67 '),.:11°•',91 MERV. , 105 0:142 23 22 •-E=-.M 33 sc34 45 at92A 60 09 . E FA 94 ;' 13-67 24 19 ::`,..13,55J' 29 :-';,i17;(1r 40 ,:1:14,:; 5 gb, 54 :;.-'..vo.IIIIIMAII 84 1 29 25 17 ,,t51 .i 26 : 4.041 36 ';VIP'; 48 ''':' '92 arsur7ofil 76 119 26 15 '•4471' 23 0415 33 c rt- I'':: 43 1 '85 55 1:1-Z;':§A- , . : i 27 -Aej"." 21 .f.C.,..$5.:."3- 29 ' -:',,k-63..'. 39 ' 7• 50 3 28 . .;;;:::‘,.-:'*:: 19 ' 1•51:;.-,;_ 26 ,:';,',";.6.2''i- ' , 73 45 84 56 95 29 l'!nig::.'1111111111- .481 24 E•i4:2-..*. 32 68 .13....'$;'-iti.:' 51 : 89 30 .kt7'4,:;if-'7, 15 . :#4'5•?.:'-- 22 :.., .:tv:;,,,:k:' 29 64 38 ..T:t.:.6'!-. 4 83 31 l'in':•:.'-`: • ':',):::!.',•.1''':- 20 .:,i' 5.;:r.;- 27 - 60 34 '7"-r68- ' 43 : 77,, 32 ''::'.... ' " :J..,'`‘?1,i',L 18 ::).-Nii:';' 24 ' 56 31 64 39 MEM 33 ..,. ''.:-=.:, 17 ,7.'11':fl',.. :•' 22 52 29 60., 36 15 '.:04.: 20 I 49 26 57 35 ' „-..ir,,,:=', , -, .. 1,= --;;::..,'.. 19 1 47 24 _5 36 .-::7;i;.:,-. :;.- .'7;2.. -' .:--2,f, ai7-1,-i, 17 44 23 ;,'-,11;tig'. 28 , 57 37 -,zs:,: ., .,..,Wic,;' :: : .,v4V• ‘..44,44V 16 :5:','42 21 Val 26 L4 38 4,, . r•4;:c$:,.... 4.N.N.9' . .'... .;,,s..:T. 15 '"-'' 9 19 ';% Z 24 •-; ,-„,5A.!',. ) 1. The above live load limits follow Trus Joist criteria restricting live load deflections on residential floors. See General Information page G-8 for explanation. _ 2. See page I/T-1 for deflection chart. 3. The above load-span table is limited to simple span and uniform load. For other loading conditions see Section Properties Table, page I/T1. 4. Straight line interpretations may be made between spans indicated. ,. 1 IL CONSULTING Job w� T► V MK E N G I N E E R S Client C' ' 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. �1o'�'�H BY Z Date 1°/13 Sheet No. S- P 503.222.4453 503.248.9263 Fla 1 ......IPWr'I%•. +a a.. +0,4 4 e'.4..4..R'•..1 W C.....m.....,.w...+......} e.x.t•P .w.Y'L i i1..w.:, ∎•....-Mt 1..•. r, •—*'.Yr....1.a.•s.1.4.0,.. _ , M•U.r.lT....tCP,W i.l .t*,•is 4.i...1/MR `P-oJic ,�rz ►v�4 CCkcucs, Y k t UOIS[5 AT 'fttil.M,5 % 3t.." 'CSL f'S IA 0.C. P, P, p • 4 P = L-f.qv (r') * �,tif (11,10\-] C`/atioos�}(V14-bisrs) - l'')1, Iq rk: Ll .4 A (1131(1) 4' 3' ko (111°) (t/14b)1 `(aSblSf'S' 11.. 1 * LsEE E^•.-'Crk•c +,c- 0`'reoT 1 M _ Z4,5 k! < 1-1,-f- id 4t1'I'-) .4 5o(..r fl- ,m a 4---- _ _ r M. . ;aY.+t = 3•'1ftr n i. i r ir 1 K � k 1 1 { _ . .._ t i it i i , $ a V i .i 1.11, i S:aY..,GYYY ICI •••y 22.?.JP.t.3-ii.ii+MWX/....4R0.0 A.w•I+r RV iit7:,i.i.21 p■.Y r.rw.wr.M.••••••••■••• w+41r■it O'St..R#iR1.03244+i.•i....i.-....••••dr.iw•w.Ns.1y.1.,•p.i.q 1 1 5-5 General Beam Af18� SIS File=GAAcad2C1 3 201 301 39tCalcuiation+2i] '301 calcsec6 y ENEROALC,lNIO 1983-2013,Build 6 13 9 31,Ver.6 13 8 31 Lie.#:KW-06002728 Licensee:vlmk consulting engineers Description: Joist at Interior Trellis General Beam Properties u ; l '~° Elas is Moau Js 29,000.0 ksi Span#1 Span Length = 42.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in".! D(0.139) D(0.193) D(0.139) I D(0.028) x.(0.067) I + * Span =42.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0280, S=0.0670 klft Tributary Width=1.0 f Point Load: D=0.1390 k(0.11.50 fl Point Load: D=0.1930k(0)21.50ft • Point Load: D=0.1390 k(0,31.50 fl DESIGN SUMMARY ,. . °tb 3 ,� Maximum Bending= 24.485 k-it Maximum Shear= 2.236 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 21.420ft Location of maximum on span 42.000 ft . I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.630 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 2.674 in Max Upward Total Deflection 0.000 in Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 42.00 ft 1 24.48 24.48 2.24 D Only Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+L+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+Lr+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+S+H Dsgn.L= 42.00 ft 1 24,48 24.48 2.24 +D+0,750Lr+0.750L+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +13+0,750L+0.750S+H Dsgn.L= 42.00 ft 1 20.79 20.79 1.88 +D+W+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +{}+0.70E+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +0+0.750Lr+0.750L+0.750W+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +0+0.750L+0.750S+0.750W+H Dsgn.L= 42.00 ft 1 20.79 20.79 1.88 • +D+0.750Lr+0.750L+0,5250E+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 42.00 ft 1 20.79 20.79 1.88 +0.60D+W+H Dsgn.L= 42.00 ft 1 5.83 5.83 0.50 +0.60D+0.70E+H Dsgn.L= 42.00 ft 1 5.83 5.83 0.50 S- t, General Beam Analysis Fire=ctAcad2 0 1 31 201 3 01 3 91Calc.JlationsS20130139calcsec6 y ENERCALC,INC.1983-2013,Built6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002728 Licensee:vlmk consulting engineers Description. Joist at Interior Trellis Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max.'+•Defl Location in Span D+S 1 2.6745 21.210 0.0000 0.000 11.14 BOi[! 8,0? tl F• 1_. L t ,µ,..,: <, Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.225 2.236 D Only 0.818 0.829 S Only 1.407 1.407 D+S 2225 2.236 z5 is mroopmI#lIlgggll..MIIIIIMJIMIIIIIIINIIIIIusw..... ---.. riqui f2 6 Mlabbig MILIIMMIIIIIIIIIIIIIIIIIIIIII � f r 3.99 9.19 12.39. 1659 20.79 24.39 29,13 3339 37.59 41.79 Distance(ft) DCl•y •+D'L+M •+D+L■•M •♦D+5+0 •+0+D.7551.+0.7 SDL+M •+D+0.7101+0.756949 40+14+M •+D+0.795+9 •♦D+0.7SOL'+0.750146.75014+9 •+D+1.T5 0L+0.7505+0.T51154+41 •+D+D.75DL.+0.7501+0.52105'14•+D+6.7561+0.7505+0.5250!+ +0.6DD+14+14 •♦0.►DD+0.765+M 2.3 -umsimms 1.1 � 1 6F..401---.. _ ._._.. "' _ _ -23 1 . . 3.99 8.19 1239 16.59 20.79 24.99 29.19 3339 37.59 41.79 Distance(ft) 00.1y ■+D+L+M •+D*L.+M •+D+9+14 •+D+0.7509.+D.7S0L+11 •+0+0.7501+6.7505+9 +0•14+11 f+0+0.700+9 ■+0+0.7509.40.7509+D.7S0W+M •+D+0.756140.7 SOS+0.736W+M •+D46.7501.+6.7551+0.5250!+0•+0+0.7301+6.7505+0.5ZS0E+ +Da0D+W+M •♦0.660.0.70E+11 -0.7 L •1.4 _ .2.0 "MM. -2.7 3.76 7.77 11.76 15.75 1974 23.73 27.72 31.71 35.70 39.69 Distance(k) •DO.y•sa•I7•ors . �/� CONSUNG L"��` T I V , M K ENGINEERS Client LTA Job No. .X11013144 By Atf-)1 Z 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 Q oats 10/13 Sheet No. 5'1- ,4•444144.1117740 •.•.w a mg.40c;r<rr74.-.!, • . . r • • • ' .I7..1.-xrq+.+ 4.14•41711.,41,1!-MAO y Alm 1.......wr,14.ws 4.∎4 34,4".sn11.1,yr414wr.wr4+, sw4 s.a;• _ ." M � � [y . . i I r .. I I �/ Q� _. I {''t'. L tit-14'4,L.) �, c�P_ ;w_tp T s r Ptr �r—F�r : C� ,yr' G�sE� . I. . �s , 77 �•l13 I I _ t _ � ♦ - 1 'f 1 - • :E f I n � q.... . . ,. .t.1- , _ .1 I .._4 .-. _ _ .. _ . - _ ._.t._,.., .. .._ . • g , i ' I i'Q p ■ 4 1 4 _ ,-t- - C-4 - , 4;cAi v t . tt' � (l 1 • • - a15r ,, c i r ,.. t._. ■ I .i h 1` T ; o� � Sff _ w� t E v { Td` ;b,'-C,1■I , , 1 r t _ • • ` f/r r p, { WM. ,$ 7� Mini rJs► ►4% r t� 4 I I _. . ' , .Py fir- y 9sf- (1.-Ako`3,�c4i•1 - M* /as��srs = \54 yy� ply 6�y-�� /�. 9 C"4 � �� 1 __ O V I ' v�� _ _ 1 f ' �4, 1 �! IT+•i X�r �, 1 p $q } {{ w+rn�frF4,14.w.4....'C 141,41.MMt.K,Ne•1v+ —' 7M`A�,#snrs,js.4 xi.Jiq,MM�M'74.11.IMNyty.Mls-A 41,4744.41.4,4P47Pl"N1Nf1Y+ isl.V41 .s,ih11447.1{i. rl 5 8 • a. fl„ µ p File=GlAcad2Q13t2013 013Calcuiations120130139 caks ec6 a1 @an rn l SAS : ENERCALC INC 19832013 Build:6.13.8.31 Vec6.138-31 Lic.#:KW-06002728 Licensee:vlmk consulting enginee rs rs • Description: Joist at Soffit(Open-Web) ,.GeneratBeim PrOP01ee . . Elastic Modulus 29,000.0 ksi Span#1 Span Length = 37.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 i D(0.34) D(0.34) D(0.34) I D(0.028)}S(0.067) I + Span = 37.0 fq t�� , ra41,J').Arty rwil P17.,, 'F° �,.'1 .: , i Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0280, S=0.0670 kift, Tributary Width=1.0 f Point Load: D=0.340 k A 8.50 fl Point Load: D=0.340 k an 18.50 fl Point Load: D=0.340 k 0 28.50 fl Maximum Bending= 22.292 k-ft Maximum Shear= 2.268 k 1 Load Combination +D+S+H Load Combination +D+S+H I Location of maximum on span 18.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection • Max Downward L+Lr+S Deflection 0.982 in Max Upward L+Lr+S Deflection 0.000 in • Max Downward Total Deflection 1.884 in Max Upward Total Deflection 0.000 in N ac wm fpr& resses.fot'to q 1.1,0 ottis Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Overall MAXimum Envelope Dsgn.L= 37.00 ft 1 22.29 22.29 2.27 D Only Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +D+L+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +D+Lr+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +D+S+H Dsgn.L= 37.00 ft 1 22.29 22.29 2.27 +D+0.750Lr+0.750L+H Dsgn.L= 37.00 ft 1 10.83 10.83 . 1.03 +D+0.750L+0.7505++1 Dsgn.L= 37.00 ft 1 19.43 19.43 1.96 +D+W+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +0+0.70E+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +0+0.750Lr+0.750L+0.750W+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +D+0.750L+0.750S+0.750W+H Dsgn.L= 37.00 ft 1 19.43 19.43 1.96 • +D+0.750Lr+0.750L+0.5250E+11 Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 37.00 ft 1 19.43 19.43 1.96 - +0.600+W+H Dsgn.L= 37.00 ft 1 6.50 6.50 0.62 +0.600+0.70E+H Dsgn.L= 37.00 ft 1 6.50 6.50 0.62 S-C( General Beam Anal SIS File=G:VAcad201 31201301391Calculations12013Q139 calcs ec6 y ' ENERCALC,INC.1983-2013,8uild:6.13,8 31,Ver:6.13 8.31 Lk.#:KW-06002723 Licensee:vimk consulting en•inners -Description •.::. j. ." { Overall Maximum Deflections-Unfactored Loads _cad C omo nation Span Max,""Defl Location in Span Load Combination Max."+"Deli Location in Span GS 1 18840 18.685 0.0000 0.000 Vertical.Reactions.Unfactored Support notation:Far left is#1 Values in KIPS Load Combination S.ipport 1 Support 2 Overall MAXimum 2.268 2.268 D Only 1.028 1.028 S Only 1.240 1.240 D+S 2.268 2.268 23 pirr.... .„Mou nm-im-irqiui � 11 I . gill ._....iii moll MI!IIIIIIIIIIIIIIIIIIIII=M.__ 1111,- BEAM•7..• 3.52 722 10.92 14,62 • 1832 22,02 25.72 29.42 33.12 36.82 Distance(ft) ■DO.y •sD+L+H •+D+L,+H •+13+5+H •+D+0.755L,+5.7SDL•H •♦D+D.7501+D.7563+3 II+D+W+M •+D+0.705+H •+D+0.7361,+11.7506+0.75DW+M •+D+6.7306+0.7505+0.75DW+M ••0•0,7561,+D.7SDL+0.5253•+M•+D•D.7SDL+0.750S•D.S256•+ •+6.63D+W+X •+5.650.0.755+9 23 1.2 ^ L° BEAM---'* -r-+ - _- . 3,52 722 10.92 14,62 18.32 22.02 25.72 29.42 33.12 36.82 Distance(ft) . II D O.1y •+D+L+H •+0+6.49 ■50+5+3 •+D+0.750L,+0.7506+3 •+D+D.750L+3.7339+H 9+D+W+H •+055,705+H ■+D+6.73DL■+0.7506+0.793W+H •+D+D.750L+0.75DS+6.75DW+H •+0+0.7506,+D.750L+0.52531+H•+D+D.715L+D.7S05+D.S25Dl+ III+0.600+W+11 •+0.60D+0.755+H BEAM--» . •0.500 .......--- - -1.4 4.9 - 3.33 6,85 10.36 1349 17.39 20.91 24.42 27,94 31,45 34.97 Distance(ft) •DO.y•SO.Iy•2+5 5-l0 General Beam Analysis . E,,cL INC 19K2.9'' BuiI,"` 1 831 o alcsec6 y ENERCALC,INC..1983 2013,Builtl 613 8.31,WI'6 13 8 31 Lie.#:KW-06002728 Licensee:vlmk consulting - •sneers Descr p?ior o6131 SC'fi' -JI General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 27.167 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 D(0:156) D(0.086) 1 1 D(0.028) S(0.067) i i i Span = 27.167 ft 4'4'..a".!r• : » ,i •,, " r y.,?"`' Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0280, S=0.0670 klft, Tributary Width=1.0 f Point Load: D=0.1560 k an,4.0 ft Point Load: D=0.0860 k A 8.0 ft '�}� t§ Maximum Bending= 9.432 k-ft Maximum Shear= 1.484 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 13.040ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 • ; Maximum Deflection Max Downward L+Lr+S Deflection 0.285 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.438 in • LMax Upward Total Deflection 0.000 in Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 27.17 ft 1 9.43 9.43 1.48 D Only Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+1+11 Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+Lr+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+S+H Dsgn.L= 27.17 ft 1 9.43 9.43 1.48 +0+0.750Lr+0.750L+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+0.750L+0.750S+H Dsgn.L= 27.17 ft 1 7.89 7.89 1.26 +D+W+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+0.70E+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+0,750Lr+0.7501+0.750W+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+0.750L+0.750S+0.750W+H Dsgn.L= 27.17 ft 1 7.89 7.89 1.26 +0+0,750Lr+0.750L+0.5250E+H • Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+0.750L+0.750S+0.5250E+H Dsgn.L= 27.17 ft 1 7.89 7.89 1.26 +0.60D+W+H • Dsgn.L= 27.17 ft 1 1.97 1.97 0.34 +0.60D+0.70E+H Dsgn.L= 27.17 ft 1 1.97 1.97 0.34 S.-I.1 General Beam Analysis F e ',Acad 413,2,D1 3C1 3 :-.,a,culation s'Zi 30"`calcs ,.kti_;R.C41-Q.ING4. 013'B•id.£- 3 _1_Vero,1383 " LiC.#:KW-06002728 Licensee:vlmk consulting engineers Description co s•at SY`ir ';1) Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.4384 13.583 0.0000 0.000 _;Vertical,Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.484 1.339 D Only 0.574 0.429 S Only 0.910 0.910 D+S 1.484 1.339 9.6 7.2 iiimillialki _ 1 ......-„,_,.._,, 1..mikiiiki . I :: 1.11.1111111111011 IIIMMIMIIMININCIZI741 '`... ~. 2.50 5.30 8,01 10.73 13,45 16.16 18.88 21.60 24.31 27.03 Distance(ft) 8 00.15 •+D+L+N •+4+0+8 ••D•5a8 •a0+D.7SDL.+D.75DLae ■ae5D.7SD1+D.758 S+M If+D+W+11 ■+D+0.70E+a • •*0..0.750L,+0.75DL+0.750W+11 ■+D+D.7SDL+0.7505+D.750W+9 ■+D+D.75DL.+D.7SDL+D.S25DE+11•♦D+D.750L.D.7105+0.5250!• ■+3.600+•+I1 ■+D.60D+D.70lae 1.5 _ _ 0,8 ft , • IMIElling BEMt-rr. - i•• • -0.6 -1.4 2513 530 9.01 10.73 13.45 16.16 10.88 21.60 24,31 27.03 Distance(ft) ■00.15 ■+D*L+a ■+0*1...01 ■.154.54.0 •+D+D.7501.,+11.750L+11 •+D+0.750L•0.7505+e 9+D+W+a •+0•0.708+8 •+D+0.7501•+D.75DL+15.755W+H •a0,D.75DL+D.7585+D.750W+e •+0+0.7501,+D.7501+0.52S01+8•+0a5.750L•D.7505•0.92500+ ■+0.60D+W+1.1 •+0.6010+D.70E+11 BEAM-->a -0.11 T 022 2 .0.34 -0.45 " -2.44 5,03 7.61 10.19 12,77 15.35 17.93 20.51 23.09 25.67 Distance(ft) •00.15•50.15•0+5 • 6