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Plans /WC i3 - 6-06la VLMKCONSULTING . . 5 E N G I N E E R S 503503. 22248. 4926 3 vlmk@vlmk.com 3933 SW Kelly Avenue • Portland . OR . 97239-4393 www.vlmk.com STRUCTURAL CALCULATIONS for GREEN WA Y TOWN CENTER WHOLE FOODS MARKET TI 12220 SW Scholls Ferry Road Tigard, Oregon 97223 for Cushing Terrell Architects Engineers 200 West Mercer Street, Suite 503 Seattle, Washington 98119 . 4, 4 .4 / 4 /j VP OREGON 016 NC.SP Ei lRES: /,_31 P ao,L Prepared By: Ken Rust, P.E. VLMK Job Number: 20130334 October 2013 Calculation Sheets: S-1 thru S-11 I Structural Engineering•Civil Engineering•lndustrial Engineering•Planning•Studies(Evaluations•Entitlement VLMK Consulting Engineers, Inc. 5-I 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 == Allowable Uniform Load(PLF) TJLTM Series Roof(115%) . - 323 323 354 354 354 354 354 354 344 344 344 344 344 344 �2w 260 26t0,,, 1 297 297 330 330 337 337 337 3.37 329 329 329 329 n GP...� 4f� 1°Ap 1 ,• �Al, 8 gas 284 2 k t ' :.:' ,2,1 90 `� 'tl .' . :3/83 .-28328 IN imitwoll 249 249 266 266 274 274 274 274 274 274 273 273 257 257 1 230 230 244 244 253 253 252 252 252 252 252 252 103 202 202 214 214 224 224 235 235 235 235 235 235 all; ;` ..1 II ''-_® 147 147 3 � 114 ; 4,7v.,# 139 139 , w. .. . 50 ' ./1 it s' 3 c ', l i .a4 +..' f + a r 'friri,y,_a' , -i :•;"$-3 fir: :3.r,,. . ,t li;''>r'n-,,77+ T, ,,. 1; ;w .:1`",14e IIIIIIIIIIIIII Q f•YY ,4 3h,., ,fir *;',t `-t a'�"+a�. e.L-. - fai .a Y..? "F i1 J2 kit V,- -i r ..,E , 1,' TJLX TM Series Roof(115%) . . .. - ,_ 1-1_ - y 11_ a 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 • . 246 246 285 285 298 298 304 304 310 310 316 316 322 322 323 323 323 323 323 323 323 323 323 323 323 323 301 301 *: iy-4 7 ; t-v - *1 Y�YL ' ' 7)" 291`,429,4,'2sk ^g9y` t"` 9.2simalw 291 '2-71;'2---. rJ; ,. > 1?V 's x 'j6� ., - ,26 `Pf 5, 265 26 265 ''26 {265-26 265 265 246 2 -r biii_iyCYsr .,,,trx. 4t3t N.1,- 243' .243:<:243-1243tL43 23 -243' 24'3'.243- 226 -22& 212 212 223 223 224 224 224 224 224 224 224 224 224 224 224 224 208 208 112 199 199 208 208 208 208 208 208 208 208 208 208 208 208 194 194 91 174 174 188 188 194 194 194 194 194 1 194 194-c"194 194 c,19E 4 181 181 iii 81 777 7: t. 72.7, e 4 82 Z. t• 82 F 82� tb2 169 169 x w ' '' gr4,,, '• ,;4'.- , r 9 r . 1 6 : +R , �j , . R m. 11 159 1 a+�a ui ._.� '11 { ' r;.. 11.: 60.. 60x.,,162_' •2x.162"162 .151. 151,E 33 45 45 60 58 '. 90 r ' .C''CliMI 153 153 153 153 143 143 29 38 38 51 50 i 77 ' : 138 138 146 146 135 135 25 33 33 44 43 57 66 80 132 132 129 129 i 1 � �1r �f r 7 .3 123.". tl1 � ' ..rFgyy 7 ��( 4f 16 116:1• . . E �fi _:x• . _`. ~107 104; { 32 43 39 56 - ■® 25 34 31 42 45 ® 60 ,1`3 -.4 7:'=,:'7,7-... -'.. ' '':' 0-.'''''- /ate' ," a' '` W.nr o 24 30 37 -32, y �e �� 1 c i ,49. ,� ; fit,,. z. .E; ;, , >, . 4'4> 50 : FL=Flat roof less than''h"in 12"slope. SL=Sloped roof greater than 16"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 ih 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 This Joist MacMillan representative on availability of TJLX in your area. 6.14 -T31/3S- - 3 Iris; I LOAD - SPAN TABLE PAGE ..�N5 g ,--0, SERIES RESIDENTIAL FLOOR (100%) T-2 • JTJI DEPTH i l JOIST SPAN=Clear Span Plus 1/2 Minimum Bearing Distance At Each End owl (See page I/D 6 for minimum bearing distances) ���,,,///"""' ear --/""r- ALLOWABLE UNIFORM LOAD (PLF) - RESIDENTIAL FLOOR SPAN ' 10"TJI 12"TJI 14"TJI 16"TJI 18"TJ I, 20"TJ I Live Total Live Total Live Total Live Total Live ;.Total Live Total (feet) Load Load Load Load Load " Load � Limit Load Limit Load Limit Load' Limit Load Limit >: .4. , Limit Load ■ 6 '4;262.: 32it,{ 37;cj . 7 _� — 7 '2 374 8 ErtM -F ; X284t 328,-, x' '7 g yy' ?} . 253 291 h 1 0* t'' *179 Z2 7a 2 6 2 [0,..4.7',. ;.1,_ ._L'.11=< _ 12 MEE_r1 75 x2067 =. 238 ` —1�"H . 13 _ 1111111 _ 218 : t_`. 14 ... 109 cY 187 .f.171,,..1,7,,,,$,. 15,i*. 92 $,:, �15 ' 128? _�, _ `����* rt.._ '174 �: �_"� ,�.I > ▪ 16 73 106 120 t I64 1«, 17 59 ,= ,r 86 1 13 *' q 18 48 1 7 70 107 95 124 -145 155 .X67, 4'' 19 39 v83 58 , 101 79 1=V91,` 103 38 gat *' _" $r 157 ;` =': 20 32 z: .. 48 96; 66 413:?; 86 131 108 K3' 132 • -rwir 2_I . 28 1102.0 42 :;.;,49.,K; 58 ;408'; 76 ,:.124 96 117 $'1-9-P 22:`:;. 25 If 37 ;• 83 51 b4 k , 67 l` Y, e ; 105 4`442, 23; 22 :Web 33 :, 76�'" 45 41F-97, 1242' 60 ''Ai'' 't,•„ 5 94 '1.13'6' 24 19 -7%3,5 f 29 ' 70 i 40 t,r85;' 54 Eg' ;•': 5 84 129 25 17 26 ' 64 36 78: 48 _ ..; 61 -`7"06 76 119 26 15 ' •47 3 59 33 72.: 43 -`.7.85' 55 98"_r • : f �1 10 1 27 3h. 21 r 55 29 67' 39 rI '7:9 , 50 •''--90 ''4 ,_,L.::v'L�~ 28 19 + 511'` 26 62 r73 . 45 :.4" 56 ':. 95 291 7 48 I 24 58,:'; 32 ''"68 . 41 r' 7T8' 51 89. 30 ' ,,, ` 15 —45 22 54``; 29 64 38 :73 1 47 83 31 20 `51" 27 ' 60 34 -`'.68 ! 43 77 32 _ :- 2=y. 18 47 24 .56 31 64 39 73 33 17 .45 22 52 29 60. 36 ' 68 34 - zs`, 15 :;42 20 49 26 57 33 64 35 r:: 1I` . ,;,. 19 47 24 -54:.; 31 61 36 Y., m;, ,z.":,-4,. 17 -.:44., 23 iIi151 28 57 37 = '`-1:4ti 4i.U.AV 16 ;-42 21 N48 26 54. ` 38 `; > Wit` ; 15 . i.s39 19 r.;45 24 51 • 1. The above live load limits follow Trus Joist criteria restricting live load deflections on residential floors. See General Information page G-8 for explanation. 2. See page I/T-1 for deflection chart. 3. The above load-span table is limited to simple span and uniform load. For other loading conditions see Section Properties Table,page I/T1. 4. Straight line interpretations may be made between spans indicated. • VLMKCONSUNG Job L'\-)F T► ENGINLETEIRS client Ci.-1i . 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. �l'3a�'S I By '�� Data 1°111 Sheet No. J-LL l P 503.222.4453 503.248.9263 el ...•.year#.#c-a,i..y•4.:. •y a...r..a a e a 1.■ a......rr..-•w•a r t+v x• •-.r ----.——---„... • a x a s..i••••••n.e.,r ee V', ,• x:R:OC...3.,,..26, i.:•i.•.M-11 • a . . R0or Fi24'1rit INS 6+5-CAC$ - j 5° `>r5 AT 'h'Ct�t..,� s 3c." rz-L '31' c.c p, r 1,, rilW / ANIAlrir 4 ■ L.1 k _ 10.5 f5f a.VV' = 18 QL,t 4. s k P = L.1•t1 ()`') + %,`kf� (t • (o\J C`/a04.4#1)0./1 0515r5) = 131 _- ,_.. . 1 q A i. rk= Cl •K ( 1( ) +- 3 P (/')10)1 eh Ailiq t(a S'o tStS) .. 11'�EP 3 IS [w 'WA 4 .. 0 v;'u 1 rA,�nx = ' 311.5 kk < �`t,1- I, (4k) f ir 0411'1'5 : 5o i. r YinC 3 1- I ill ti I R t Q i ' } i 0 i 1' i 1 9 t - E i1 t . ; 1 , d-- 4awuecsr£isar .......„,',....,..4,Ili.ft.a..c.s,a4wwirw.wyrr.e.al.w..s•' w.w....w,.«..,h..+wrwi,AV t e. .�.,-.<..�,«•..., • Tjf IR�04i'�tClTx4�ii.iF.w.:...i r w 1.11.. AM • 5-5 • General Beam Analysis F,Ie=G\Acad201 312 0 1 3 01 3 9 1Caiculations120 1 301 3 9calcsec6 y ENERCALC,INC.1983.2013,Build 6.13.8.31,Vec:&13.8,31 Lic.#:KW-06002728 Licensee:vlmk consulting engineers • Description: Joist at Interior Trellis General Beam Properties "` Elastic Moau us 29.000.0 ks Span#1 Span Length - 42.0 ft Area- 10.0 inA2 Moment of Inertia = 100.0 in"4 D(0.139) D(0.193) D(0.139) 1 D(0.028) a(0.067) I Span =42.0 ft * ' '" f," " 't . _ " ' Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0280, S=0.0670 k/ft, Tributary Width=1.0 f Point Load: D=0.1390 k 00,11.50 fl Point Load: D=0.1930k(a)21.50fi Point Load: D=0.1390 k A 31.50 fl . Maximum Bending= 24.485 k-ft 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 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.630 in 1 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 2.674 in I 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 +0+5+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 +D+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 40+0.70E+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+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 +0+0.750L+0.750S+0.5250E+4-1 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.B3 0.50 +0.60D+0.70E+H Dsgn.L= 42.00 ft 1 5.83 5.83 0.50 s-4 • ' General Beam Analysis File=G:`,Acad2013\20130139 1Calculabons120130139calcsec6 FNERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lk.#:KW-06002728 Licensee:vimk consulting engineers �esc:T'-: >_ Overall Maximum Deflections-Unfactored Loads Load Combination ,, Max."=Defl Location in Span Load Combination Max,"+"Deft Location in Span D+S 2 6745 21,210 0.0000 0.000 Vertieai,Reactions_U11fdctored, ,, Support notation:Far left is#1 Values in KIPS Load Combination Support", Support 2 Overall MAXimum 2.225 2.236 - D Only 0.818 0.829 S Only 1.407 1.407 D+S 2.225 2.236 zs 1 Y /1za� 3.99 8.19 1239, 15.53 20.79 24.99 29.19 33.39 37.59 4139 Distance(ft) II D O.1y •+D+L+H •+1)•L,+41 ••D+5.•11 •+0+5.7561.+D.7301.+11 •+D+0.7501+0.75DS+11 a•D•M+H IF•D+0,7DE+11 •+D.5.7SDL,+D.7S8L+8.75DM+H •+D+0.7501+1).7505+8.7SDM+H •+0+0.75.0L,+D.75DL+D.5250E+11•+1)+0.75.01•D.7SD540.SLSOE+ ■+15.6DD+M+11 •+D.6DD+D.70E+H 2.3 1 1 1.1 ""`-+..".."^-... x. BEAM-..• , • ww------ - ` ,2.3 . I I `•,'.+...�` 3.99 8.19 12.39 .16.59 2039 24.99 29.19 33.39 37.59 41,79 Distance(ft) •DO•ly •+D+1+11 •+D+I..M •+D+5.+H al 4D+D.750L4+0.750L+H •+D+15.7161+1).751)5+H •+D,W+H •+0+0.715!+H •+D+8.750L,+0.750L+1.7SOw+11.•+D.0,753E+0.75.05+15.750M+14 •+D+D.750L.+0.7501+D.SlSDE+H•+17+0.7581+3.7585+1).52%DE+ •40,600+M+11 •+0.6DD+15.70!+11 BEAM- ,.. - -0.7 G -1,4 °MI . .2,0 - .23 - 0.78 7.77 11.76 15.75 19.74 23,73 27.72 31.71 35.70 39.69 Distance(ft) • •0 O.1y•S O.1y•D+5 • • • • CONSULTING Job �I` Tl V T . MK ENGINEERS Client Cr . 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. 2013033'{ By 112 P 503.222.4453 503.248.9263 Q Data iu,13 Sheet No 5"�' k' ...n3lxwra.r« y.,,,3 r1 r.�+• r e: , . - .. w .Iryr.fwa„r.t,1-is:x L r.,cr., ..{. +.r•sn•yr.rr.r.r •ar. T t,... .+.+y ■ I fop ftiglNS ClkCS/I f i I f ' OPEC- wc-fl 3-01sf er t - . ( St's GRss) (n'' TsI. Pet- 31" o,L,l t I i ►`ik flE5IC.N 0.1 pig (3�') fg} = a:l kC riri�i 1 ).Z1 R ■ 4 _ L i _ - 4'* t 4 4 .t M P� Er - `l ?Sr- (5 Sa `o'�; - )46* C �r� "ro q Ta till = �Nsc r�r,vil i �,,,rc41-cALc 14' �n/I,,,�, ;.'2Sk� x A.1r, (IN ANC j : 5-$ • .. . , File=G:lAad20 1 312 01 3 01 3 91CaIcuiations 120130139 caks.ec6 ENERCALC,INC 1983-2013,Build:6.13.8.31,Ver6.138.31 Lic.#:KW-06002728 Licensee:vlmk consulting engineers • Description: Joist at Soffit(Open-Web) §0:401 Beamftroper ei;,;_ , Elastic Modulus 29,000.0 ksi Span#1 Span Length = 37.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 • D(0.34) D(0.34) D(0.34) } D(0.028 (0.067) I Span= 37.0 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=0.340 k a(3 8.50 fl Point Load: D=0.340kna 18.5011 Point Load: D=0.340kna 28.50 fl Maximum Bending= 22.292 k-ft Maximum Shear= 2.268 k Load Combination +D+S+H Load Combination +D+S+H 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 • 1 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.884 in Max Upward Total Deflection 0.000 in uc a1 foirc s 41464 -0 .fo it. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Wax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 37.00 ft 1 22.29 22.29 2.27 D Only Dsgn.L= 37.00 fl 1 10.83 10.83 1.03 +O+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+0.750S+H 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 +D+0.70E+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +D+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+H Dsgn.L= 37.00 ft 1 10.83 10.83 1.03 +0+0.750L+0.750S+0.5250E+H Dsgn.L= 37.00 ft 1 19.43 19.43 1.96 • +0.60D+W+H Dsgn.L= 37.00 ft 1 6.50 6,50 0.62 +0.60D+0.70E+H Dsgn.L= 37.00 ft 1 6.50 6.50 0.62 S-9 General Beam Anal SIS File=G:lAcad201 3\201301 3 91Calculations120130139cabsec6 y ENERCALC, NC.1983-2013,Build:6.13.8.31,Ver:6.13 8.31 Lic.#:KW-06002728 Licensee:vimk consulting en t ineers Description: Joist at Soffit(Open-Web) Overall Maximum Deflections-Unfactored Loads ,_oad Combination Span Max."-"Deft Location in Span Load Combination Max.'+'Defl Location in Span D+S 1 18840 18.685 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 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 1 23 �� i�■r .. ��v eni-.. i 6 E. .,.......momm.............._ ......1 . „,,_____ . • _______,„ ,. 3.52 722 10.92 14.62 1832' 22,02 2532 29.42 33.12 36.02 Distance(ft) D O.Iy •+D+1.+M •+D+I.+H •+D+S+M •+D+D.7SDL.+15.750L+H ••D•0.7SD1+D.75DS+11 +D+W+M •+D+0.70[+11 •+D+0.750L.-0.7501+D.7S0W+H •+0+0.7SOL+0.7505-3.750W+M •+D+0.7501■+0.7501+0.1250[+H•+D+0.7501+0.7505+6.5250!+ +0.60D+W,-M •+0.605+6.781+9 23 � "�"�'..'"-Irv"""- •+. 1.2 Lys BEAM-•-•• TT77ii •12 -23 3.52 722 10.92 14.62 1832 22.02 2532 29.42 33.12 36.02 Distance(ft) D O•ly •+D+L+H •+D+L.+H •+D+S+M •+1)+0.7501.+0.7SDL+H •+D+D.7SDL+0.7505+H +D+W+H •+D+0.700+9 •+D+0.7501.+0.7101+D.75DW+11 •+D+0.730L+D.7505+5.750W+H •+0+5.7551,+5.7501+0.525Dl+H•+D+0.7501+0.7505+0.52500* +0.660+W+H •+0.60D+0.708+9 BEAM--,. -0.5 0 IMIN I III1 11.111111 •1:4 -1.9 3.33 6.85 10.36 13.98 17.39 20.91 24.42 2714 31.45 34,97 Distance(ft) •D0.15•SO•ly•D+S • • l� • General Beam Analysis e G'w cal2013 201a013sCalculdiion s201301sscalcs.eca y ENERCALC,NA?983,.20.19.Bulld:6.13,8.31,,Ver.8.13.831<: #:KW-06002728 Licensee:vlmk consulting engineers • Description: Joist at Soffit(TJI) G eneral Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 27.167 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0:156) D(0.086) i z D(0.028) S(0.067) • Span =27.167 ft A ;,�' ' ,9 '; • `s � sw �' '`r[ 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=0.1560k a174.0fl Point Load: D=0.0860kA8.0ft Et-PilffitY }< is x�sh 3g 3sy 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 Max Upward Total Deflection 0.000 in Maximum Forces&Stresses for Load Combinations 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 VnxiOmega 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 Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+Lr4H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+54+1 Dsgn.L= 27.17 ft 1 9.43 9.43 1.48 +040.750Lr+0.750L4H 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 4D40.70E+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 - +D40.750Lr+0.750L+0.750W+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+0.7501_40.750S40.750W+H Dsgn.L= 27.17 ft 1 7.89 7.89 1.26 4040.750Lr+0.750L+0.5250E+4-1 • Dsgn.L.= 27.17 ft 1 3.28 3.28 0.57 +040.750L+0.750S40.5250E+H Dsgn.L= 27.17 ft 1 7.89 7.89 1.26 +0.60D+W4H 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 (1 General Beam Analysis File=a'Acad20 1 31201 301 3 9iCalculations0130139 calcs ec6 y ENERCALC,INC.1983-2013 IS;,.,• 3.8.31,Veri5.13.8.31 Lic.#:KW-06002728 Licensee:vlmk consultine engineers Description: Joist at Soffit(TJI) Overall Maximum De flections-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 Vertica' gactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MNOmum 1.484 1.339 D Only 0.574 0.429 S Only 0.910 0.910 D+S 1.484 1.339 9.6 72 -.1111111111M-1.1.4.1111•Mall./11111111111IMMA IIIIIIIIII lb.- ? ElAr.dellirai -.mu 1111111-.°111MIM 1 2.4 /.#-AddgillMillIllIllIlliIIIIIIIIIIIIIII. MMIIIIIMM- � BEA14-.s6 258 5.30 8.01 10.73 13.45 16.16 18.80 21.60 24.31 27.03 Distance(ft) DO-ly •+D+L+6 ■+Da1.+N ■+Da S a II •+D+D.756L.+D.7SDL+X ■+D+D.7SOL+D.7S0S+N •+0+W♦e •♦D+D.70E+a •+0+0.75DL.+D.7SDL+0.750W+11 ••D+D.7SDL•D.7501+0.750W•11 a+D+0.7SOL.+D.7511L+11.52•11!+M•+D+0.71111+0.7•05+0.Si5DE+ • .0.61)0+1V+11 •+11.6011+0.700+N 1.0 0.8 - 0b -- •1.4 2.58 5.30 8.01 10.73 13.45 16.16 18.88 21.60 24.31 27.03 Distance(ft) DO-M ••D+1.+0 •+D+L.•B ••D•S•e It•D••710L••0.7•01+M ••D+0.751)L+0.7505+e +D+W+B ••D+0.70!+0 •+D+0.750L.•D.7S0L+D.750W+N •+D+0.TSOL+0.7505•D.750W+11 •+D+D.7SDL,+1).71DL+0.•250!+B•+D+D.7SDL+D.7SO5+D.SZS0E+ +D.60D+W+11 •+0.600+11.70!+M BEAM---.6 - •-0.13 li II III 11111140 • - ..----..-...-. 01111100 • -022 •0.34 . -0.45 2.44 5.03 761 10.19 12.77 15.35 17.93 20.51 23.09 25.67 Distance.(ft) a D o-ly•SO-1••D+5 •