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Plans (2) % JC�2O13 - dz9C0a9 A CONSULTING 503.222.4453 ENGINEERS 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • OR • 97239-4393 www.vlmk.com STRUCTURAL CALCULATIONS for GREEN WA Y TOWN CEN TER 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 •.S RAF LIMP • 1 XOREGON 94. ifs 'ON C.8P ' EXPIRE$: /I s I S3 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 Vi MK Consulting Engineers, Inc. 5-1 DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, P1 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 r ' Parallel Chord Load Tables/Snow (115%) 5--) Open Web Series J\7\ Allowable Uniform Load(PLF) . TJL TM Series Roof(115%) 323 323 354 354 354 354 354 354 344 344 344 344 344 344 ------- 323 260 297 297 330 330 337 337 337 337 329 329 329 329 •: w lb i rJ 8 298 285 285 j r ~ �T�} rrye �j w � I 7 9e 23 E3 5 t �� x yr� s 4 8 89 284 281�dr1 .3 te , Y I,, G4 , j 3, 31, . � , Y LBJ 28,r - w},B _ 291479Q1 99 x ti 4,4�,, � � IFZIPM 249 249 266 266 274 274 274 274 274 274 273 273 257 257 96 230 230 244 244 253 253 252 252 252 252 252 252 77 :';:: 103' 202 202 214 214 224 224 235 235 235 235 235 235 c t: + c 1 Y , 4" 4 ., w. 1 Af1''� li.' .11.''-� _ 139139 139 139 fail 1 irk 1 4,e a y ,V 1i a 50 '.;;',I 59 7 e r. ,_,. 'tom. �''d,�4.4* j it t 'IA. . y,1'-� ,.iii' i.: - Sk�"-..' rr'q r 1 s a '' i..2"t,t vt''�:+; ,' 7 41 47 , 37 43 34 39 r' .14"7,-. ..--,747g'4S •3r r+°"`s ' . r' err `1 I'M,�a� 2.,• 0 t - i 3 ?+l : ltd - i .km k- .. � .. .. i,4E ,v ip; k €,i R to,�, +_ r,3�Ic1 . f1,`ri,> . I.. !F ` .t r 2 gii TJLX TM Series Roof(115%) 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 �• t f R�—'"--n, �11 : y ,•J x "291 9 C1 " -r a 9 •P..w 1 291 `271 2• . ^ie'a 1.�4. ,„ �',`� 1 65., 66. 26 f 265 5 i 265 '26 p2 i t 265 265 246 2 ':� �` I� �������` 42' '243�>*id43� 24a~�z43" 243.:243 43.X43, 24'3"2�q".i:�24'3 243 226 226: II 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 2D8 208 208 208 208 208 194 194 91 174 174 188 188 194 194 194 194 194 194 194 194 194 194 181 181 7*371� ; 1.,..-, i 1':17 .:%� i ,,,M,1 ,.. '' Z +src .4? 1182' :,189 169 171,`,441'R'':-1..L;:"1 ,5--.1 I '"J4 1 1L•�L -1' 1 i til5'3' -41 d3 r 3 3 . L :;�`�E��2 .: _ t `11.,35 ? 60 60 162.r 62 162 r 162 .'151. 151,; 33 45 45 60 58 90 .` 144 144 153 153 153 153 143 143 29 38 38 51 50 77 , 138 138 146 146 135 135 ii 25 33 33 44 43 57 66 132 132 129 129 e er: t 27:-e�: r t, 3 1123: F •pJ 4 ; 7, ,, •16 15 x? r- t � ,,,,,,,,,,i,„ ! , ' 07 107ic ;_ i, y= r 12- g ;-. ! •:` 25 34 32 43 39 56 28 38 35 47 50 ■■ 25 34 31 42 45 60 ,z , F• e i :n , � a L . ;,t �7 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"112")with or without cantilevers–at one or both ends.The cantilevers are limited to Vs 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. y, 3. Values in -i -,."± __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 • :IJi/3T, trios LOAD - SPAN TABLE PAGE - ois L ® SERIES RESIDENTIAL FLOOR (100%) T-2 TJI DEPTH JJOIST SPAN--Clear Span Plus 1/2 Minimum Bearing Distance At Each End ....v.tia (See page I/D-6 for minimum bearing distances) ALLOWABLE UNIFORM LOAD (PLF) - RESIDENTIAL FLOOR SPAN ` "TJI 12"TJI 1 14"TJI 16"TJI 18"TJ1eV 20"TJI Live Total Live Total Live Total' Live Total ` Live '.,Total,"' Live Total (feet) Load Load Load Load Load Limit Load Limit Load Limit Load',- Limit Load Limit ,°Load,- l mt Load 6 -- :26 3.21 314 `' 7_ 225:. 275 a-3} 4 374 -- 8_ i�1'• ' a 241l '"-y s,: °3287 2. MEMIIMP.M1 A4 hrki _ X291 U. �`, '19.21., .-62 I: ,�� , `,1'6'0 r _° r '_ 2:18 14-in 109 • 4'61°24';- ,:187 o. 15`. 92 YFf' I74 ." . 16.: 73 &, "• 'i 106 M 41`-1, . '`;164 ' t°° 17 59 .�'a 2 86 >;' � 1 6 a`,34'4;'' 150 54 Utial 411?' 18 48 P. 70 1Z` 95 ;4,26 124 1145 155 . 1.111M.1311 19 39 X83: 58 ie1':; 79 1"19.' 103 , 38 157 a16;5 ', 20 32 • 18.';: 48 6,-' 66 113,, 86 ''131 108 132 . 15 7 21 28 '. '2.12 42 kn.% 58 `08q 76 .124: • . T 117 iti:149 22 25 37 433n 51 :" 67 '1'' •i: : Wa, 105 `•^a142 23 22 :il 1 33 :� ifr-i 45 ', 60 -?.. 94 "•x'136 ��' 4; 109° 76 24 19 �t x0,l 29 o T. 40 X185 54 :Y=4.60- 68 5�''. 84 ''129 25 17 ' 1 : 26 mss, 36 ,',' 48 '92 61 106 � 76 i .119 26 15 k,47;• 3 .•519 . 33 r-1 43 =!'85 44;-..11'..i' • 1 10 27 . 21 k55 29 67 39 79 50 o � 28 ,''', 19 `:- 26 .62":NM 73• 45 4 . 56 95 . 29 . . 7 4 24 •`J58 68 . 4 •! + "� 30 `.z ' 15 .'4'5 22 t !;,, ' 29 ; ; gi , 5 47 83 64 38 ? � 47 83 31 ,'� ' 20 ;:51:";' 27 ' 60 ' 34 : 6 43 77 32 18 -:47x;, 24 56 31 64: 39 73 33 �R _ 17 h45'„ 22 52 29 0'! 36 68 34 _ 15 20 ;,49 26 .:,,5 T`: 33 64 35 - „ .� '. 19 47 24 BM 31 61. 36 <-.s "r « 17 .44 23 AV, 28 57 37 ,`- :, 16 ', 42 21 26 . 54 38 tit ,u 15 . 39 19 1`4 5 ` 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. CONSULTING Job WF T► VLMK E N G I N E E R S Client CX,A 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. aot3oVSH By .Io12 P 503.222.4453 503.248.9263 Date T O( I l Sheet No.?� c , a..-sa. • s 4•44•...4 m t e a r 4..--.a-..4.444.4+-+> e s.> •••4'4.44 44.44444.44444.44444.4444...4.r•« m ,.,.,.4i-•rtl.�gr...... .alt.!11!'•YT+c.r t I.,,rm tS 4.,41,41,..•omit il R-(3°1C FiR.d•rA,I V\rS (45 U4 S•. • 1 '., ...-, A 4444......_..4. _..__ .Ta 15[5 A?- 1iC(AAA.S • 3c." YSL AI "1" o,c, P, P, P, 4_ M'oEticn, 11'd �y�',I('lt1 -- d.4, K� /!ll///1/l/ ,. E' _ '._.,_: = io.5lit (a.IJti') = aB PH'• P PSI' w • i • P = [ q (r,) ; 3,-k (vklkiaq� ('/a�os)C'/a�,srsl — 13Z W 4 . fk: L1 .K (43'\(1) + -,'-1 Pi* (�'I.)..))1 C`l164o)�( `(a so�Srts) 1i'3 1P .y . 7 [ss`F E^1%-rE c +-c o 110011 r�1,�nx = ' apt,s k! < amt,1` lc-' (Of—) To 1.. r Iri-nc a LsL .- -4,1 F,.€ i , a.tt o 3.4 i if • I ■ _. 4' ..—.rt _,--.L:. . - . - ' A 1 T" '—'--:-- -11- . - - 't --...- -- i._ . m:awr# 4.csu +r+�a.�w�r+wR^f'.4'ID 12.i.a:k.s..c.e,iiw•.,.•s.-.w.y.r...+l•waMd w4,441:+74 ta:r..ak+..ww...:•...r..•+.r+ 444444 e•It'r.iw4n411w44ew�L.;,.._.4 4.4.....444444.41444444:41.6411,144144/44. 5-5 General Beam Anal sis file=G:1Acad20131201301391Catculations120 1 30 1 3 9calcs.ec6 y ENERCALC,INC.1983-2013,Buid 6.13.8.31,Ver:5.13 8 31 Llc.#:KW-06002728 Licensee:vinik consulting engineers - Description: Joist at Interior Trellis f,Gt laira1 iiiii,Proper i;r'''k' wliii a. ,.H..iil..l'„ Elastic Modulus 29,000.0 ksi Span#1 Span Length = 42.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 -- - 1 D(0.139) D(0.193) D(0.139) I D(0.028) x(0.067) I ♦ * Span=42.0 ft T 8 ,'{;", 5i { a +7, Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0260, S=0.0670 kfft, Tributary Width=1.0 f Point Load: D=0.1390 k A 11.50 ft Point Load: D=0.1930kA21.50f1 Point Load: D=0.1390k @31.50f1 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 1401001103.01101W' :f:'.;*tfi44itliihiafkW 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 It 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++1 Dsgn.L= 42.00 ft 1 24.48 24.48 2.24 +0+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++i Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+0.70E+H Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 s +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 +0+0,750Lr+0.750L+0.5250E4l Dsgn.L= 42.00 ft 1 9.72 9.72 0.83 +D+0.750L+0.750S+0.5250E+11 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- 4 ri ie=GlAad201 312 013o1391CaIculations12913Q139calcs.ec6 r@CelSl Beam Analysis FNERCALC,IkC.'1983-20-13,Build:6.13.6.31,Ver.6.13,8.31 Lie.#:KW-06002728 Licensee:vimk consulting engineers Description Joist at Interior Trellis Overall Maximum Deflections--Unfactored Loads Load Combination Span Max.- Defl Location in Span Load Combination Max."+"Deft Location in Span D+S - 1 2.6745 21.210 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.225 2.236 D Only 0.818 0.829 S Only 1.407 1.407 D+S 2.225 2.236 • is _...soillegll...IIIIEIIMWIIIIMIIIIIII le..- -*** • WI 1411=1111111 Wir111111111%1N1111111111 .A.0. 111(11111111111.P.-- -.11=111111111 NM 111.1111111MMIllibiln. 3,99 5.19 12.39. 1659 20.79 24,99 29.19- 33.39 37.59 41.79 Distance(ft) ■DO•y •+D+L+X •+D+1,+M •♦D.S+M •+D+0.7561,+D.7S01+11 •+D+0.7SDL+0.7505+9 j+D+W+X •+D.0.73E.7 •+D+0.7501.+0.7SOL+0.75DW,M •+D+D.TSOL+D.7905+D.7SDW+M •+D+D.75DL�..7.71.7E+0.525DErM•+D+0.750L+0.7505+D.525DE+ • +0.6.7.7+W+M •+0.60.7+0.7.70+X -2.3 359 8.19 1239 16.59 20,79 24.99 29.19 33.39 37.59 41.79 Distance(ft) it 0DM, •.D+L+M •+041.+11 •.D+S+M •.10+10.75010.13.75 01..0 a+0.11.730E+0.7535aX •+DaW+M ■+D.0.73E+M ■+D+0.7S3L,+3.75D1.D.726W+M •+D.D,750L9D.7S65.0.750W+N •+D+D.750L,+0.733L+0.52SOE+M•+D+6.7501+0.75D5+0.SZSDE+ t.D.53D+W+11 •+0.6DD+D,70E.14 BEAM--» _ -0.7 -rail. .1111111111!1.1H/1 I""I""MI li I 1 1 I 1111111.1111 I I I 11 I"OEM . • .4 ki-740M11 1.1111PINIP".-i0111.1.10 IIIIMI ME -..IIIIIIIIIIIIIIIIIIIIMIMIIIIpplplliPP.- -2.7 3.78 7.77 11.76 15-7S 19,74 23.73 27.72 31.71 35.70 3949 Distance(ft) ••O•y•50-y■3+0 • A CONUNG Job 6-4F F T1 VLMK EN G S I N L ETEIRS Client C • Job No . 0 I 30'3/3q By (10(Z 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 Q Date RIO Shoot No 5. 1- ay.. m:ar.swaww.+r •a . :. .L:..i.. .—.�s. r:.. «...� ". _ •....,_ ...a_»r w.a•ri.r....t. . <.•s 4. .>.f-4� r•r'r:*uc.«..Mfa a r*•x „ _ ; . r T. R-WvlAwYirM•R Q.Odf 1 - c C S' ' - ! 5-EN General Beam Analysis File=clAcad2013t 20130 89\caiculations\20130139caksec6 y ENERCA_C,INC.1983-2013,Build:6.13.8.31,Ve^6.138.31 Lie.#:KW-06002728 Licensee:vimk consult' ' en!inners Description: Joist at Soffit(Open-Web) General Beam Properties l'.$i a;"., . ''' Sias:c Mon LS 29 000 0 ,si Span#1 Scar _;,rcr r 37.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 n^4 D(0.34) D(0.34) D(0.34) 4, D(0.028)}S(0.067) Span =1137.0 ft + t Applied Loads Service loads entered.Load Factors wit be applied for calculations. Uniform Load: D=0.0280, S=0.0670 k/ft, Tributary Width=1.0 f Point Load: D=0.340 k A 8.50 ft Point Load: D=0.340 k 0 18.50ft Pn'r' cad D=0.340 k 0 28.50 fl DESIGN Maximum Bending sm end a g = 22,292 k-ft Maximum Shear= 2.268 k Load Combination +S+H Load Combination +D+S+H Location of maximum on span 18.500ft Location of maximum on span 0.000 ft Z. 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 ''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 Vnx/Omega 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 +0+0.750L+0.750S+H Dsgn.L= 37.00 ft 1 19.43 19.43 1.96 +0+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 +0+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= 37.0011 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 +0.60D+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 • File=G:1.Acad2013120130139\Calculations\20130139 talcs ec6 General Bearn Analysis ENERCALC,INC.1983-2013,8uila.613.831,Ver..6.13.8.31 tic.#:KW-06002728 Licensee:vimk consulting en ineers - Description: Joist at Soffit(Open-Web; Overall Maximum Deflections-Unfactored Loads _ Load Combination Span Max. -Deft Location in Span Load Combination Max."+"Def Location in Span D+8 1 1.8840 18.685 0.0000 0.000 .':V:10 teal Re .-rAig(jnfactcred ;,,• 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 23 MOON . 11 6 0--i���..-.rte '^..��� , BEAM..." 3.52 7.22 10.92 1452 1832 22.02 25.72 29.42 33.12 36.82 Distance(R) ■D O-ly ■+D+I+M •+D+I•+M ••D+S+M •+D+D.7S0L.+0.7SOL+0 ••0•0.7501+0.750S+M IL+D+W+M •+D+0.706+M •+0+0.7501.+0.7S0L+D.750W+M •+0+0.700L+0 750S+0.750W+11 •+D+0.7501.+10700L+0.52106+0•+D+0.750L+0.7505+0.02300+ (I+6.000+W+0 •+D.b0D+0.702•0 2.3 -----'-'"--'--"'MllIlliiilr-s-..-'''% "---"'s . BEAK--» _ •12 -23 - - 3.52 722 10.92 14.62 1832 22.02 25.72 29.42 33.12 36.82 Distance(Ft) .. DO"Iy •+D+L+M •+0+1•+11 ••D+S+M •+D+0.7501.+0.7551+11 Y+D+0.750L+0.750S+0 +D+W+M IS+0+0.706+6 •+D+D.7500+0.7501+0.7S0W+11 •+D+0.7SDL+0.710S+0.750W+11 •+D+0.7501.+D.750L+0.5Z506+11•+D+0.7501+0.7505+0.5250[+ +0.10D+W+M •+0.600+0.706•5 BEAM--00 --''.1"14L•liTm...n. mit.....„-Fir---/--,/ immumill G -1.0 2 -14 -1.9 3.33 6.85 10.36 13.98 17.39 25.91 24.42 2794 31.45 34.97 Distance(Ft) •D O"ly•S O"y•D+S S''tCI Hle =Ac12(0'3 2:130'39°3a CJ 9tiors 21)13 139:Jr.;f578 General Beam Analysis F-N;--,K41"-..„1^:!.; 1983-20'3 13 8 2" ver 6 13 8 31 Lic.#:KW-06002728 Licensee:Anti(consulting engineers - Description: Joist at Soffit(TJI) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 27.167 ft ,,-e,-.:= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0:156) D(0.086) 4_ - D(0.028)S(0.067) * * V Span= 27.167 ft Applied Loads 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=0.1560 k 04.0 ft Point Load: D=0.0860 k A 8.0 ft DESIGN SUMMARY ,''''' 441444,;;1';'1141:441-7 ,____17-11g. 11g..r,g1r.:=.•;11.;.41t;t7.,4,14:imit, -In , Maximum Bending= 9.432 k-ft Maximum Shear= 1.484 k . , Load Combination -1-D-1-S+H Load Combination +D-s-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 1 Max Downward L+Lr+S Deflection 0.285 in i 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 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-iL+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 +0+8+1-1 Dsgn.L= 27.17 ft 1 9.43 9.43 1.48 +0+0.75011-443.750L+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +040,750L+0.750S+H Dsgn.L= 27.17 ft 1 7.89 7.89 1.26 +04W+41 Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+0.70E41 Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 27.17 ft 1 3.28 3.28 0.57 +0+0.7501+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 40.60D+0.70E+H Dsgn.L= 27.17 ft 1 1.97 1.97 0.34 0 S-ti f;; File.G'Acad20131201301391Calculabons120130139 talcs ec6 N B � n max: . _[ ,.-. R /�G..ICi�B$3-2Q13; tld6.13.8.31,Ver:6.13.831 Lic.#:KW-06002728 Licensee:vimk consulting engineers - Description. Joist at Soffit(TJI) .'Cyerall Maximum'Deflections.-Unfactore0 Loads „ ;4 ' , Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Del Location in Span D+S 1 0.4384 13.583 0.0000 0.000 Vertical ft actions•Unfactoied Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXiimum 1.484 1.339 D Only 0.574 0.429 S Only 0.910 0.910 D+S 1.484 1.339 7.2 1111111 4.8 ���.i� , FPFAIIIIIIIIIM0101111111M ...........s........,...■ ni �'�" I BEAM--» 2.58 530 901 1073 13.45 16.16 18.88 21.60 24.31 27.03 Distance(ft) ■DO"ly ■4.13+4+X •+0.1.1.14 •+5+5+8 10+0+D.750L.+0.75DL+X •+D+0.7151+0.7501+8 I+D+W+B •+5+0.75e+M •+0+5.7551,+D.7SDL+0.750W+11 •+2+0.7601+0.7500+0.75DW+M f+D+D.75DL.+D.7SDL+0.52S5e+8•+0+0.7501+0.750S+D.52155+ ■+5.65D+W+8 •+0.652+0.708+8 15 ... 1n r, BEM4-ram .-_ � &- -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.ly •+D+L+X •+O+L.+X •+2+5+11 Y+D+0.750L,+D.75DL+X •+0+5.7101•0.7500+8 I+D+W+B •+2+0.70[+8 •+2+0.7501,.+D.750L+0.750W+X •+D+0.7561+0.7505•D.7S0W+8 •+D+D.755V+0.7551+0.1265!+X•+D+5.710L+6.765S+D.5210e+ ■+0.600+W+X •+0.650+0.70e+0 8EAM-->s . -0.11 G -022 -0.34 -0.45 T r r 2.44 5.33 7.61 10.19 12.77 1535 17.93 20.51 2309 25.67 Distance.(R) ■D0.11•6O"ly•D+S •