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HomeMy WebLinkAbout0157 THORNTON DRIVE - 296-19 package steel qw-.0P building SYSTEMS HARBACK ROAD SUTTON, MASSACHUSETTS 01527 1-617.866-6871 ` design calculations �P�tN OF Afgs� LAU w JOB N01 Pilo 9 DATE • JOB DESCRIPTION : X -rA PER M ROOF LOAD. 3=Or _ WIND LOAD BAY SPACING BEAM DESIGNATION . . . + I' uL'-( q?i)u +�F`ti�� r ♦ . Y 4 i . i i i i . ; i ♦ . ♦ 60 .00 (- •1 -�{A Y i : . • . . i ♦ i . . + i i a i Y i 2 0 .0 0 FT SPEC. YIELD FY. . . . i . . 50.00 KSI �d WEB YIELD FYW . * . . . . . . 50 .00 1�;SI DESIGN LIVE LOAD. . . . . 30 .00 PSF DESIGN � DEAD LOAD. . . i i 5+00 PSF ItLT {lEl Hl� . . 10.00 IN - END WEB PL7 . T X L • i . 1875 1N X 10 . 00 FT MID WET{ PLT . T X L . . ♦ 1875 IN X 20 . 00 FT TO F�LIilGE W \ f 7. $. 00 ii; ;;0. 50()0 1(? BO TT .F i...ANGE W X 7 . . . . 6 .00 IN XO . C,000 it-4 C0NCEi!TriATEIi L_0AitSt LOAD (K) F'lyP2rP3+ F`4 . . . i 0.00 0+00 0* 00 0.00 DISST♦ FROM Ll . END (; T . ) 0.00 000 0. 00 0.00 END MOMENTS ( f•T-iti ) . . . . . . 0 . 00 1 a li•.l RLw= 20 . 767 RR 0, i -67 4 O; IAT OF OUTPUT: i SEG H T RATIO A WEB A SECT sx aX IX o . ( IN . ) IN. ) H/T (SQ JN) ( Sd IN ) ( TOP ) ( I+GTT ) -" 1='VA FV RATIO FBTA FT FBCA FBC FBCA/ (K9*1 ) tkTl FVA/FV (KSI ) QSI ) QSI ) (KSI ) FPC MOMENT it-FT ) SHEAR FT . 1875 65. 0 2.29 8.29 40 .9 40. 9 269 .7 3. 52 16. 53 0015 10.94 30400 1 �r . 94 1 30.0±0 O ,ao5 37 . 30 19 . 47 1 ���-, 2 15. 90 . 1875 84 . 8 2. 98 8Y98 55 . 2 55 . 2 066 .0 ♦66 11 +57 0. 489 22.77 30i00 22 .77 30+00 0♦ 759 104 • 69 16. 87 5.i6 =, ' 3 19 .60 . 1U7,, 104 . 6 3+63 9 +66 70 .3 L 70i3 7:.4 .0 3. 88 7 . 61 0 , 511 27474 30 . 00 27. 74 30. 00 0 .925 162 . 44 1.4 .28 y .27 4 23. 31 . 1875 124 . 3 4 +3 10. 37 16 . 3 86 . 3 1O4t3.5 2 . 67 5i38--- 0 . 497 29. 30 30 .00 29 .30 30. 00 0.977 210 +57 11 . 68 12 . 98 5 2102 . 18l1 144. 1 5 . 07 ------= - 11 07 10::; . 1 103. 1 14 4 4 , .:z 1 . 79 4; 0"+ 0 .446 28.99 30, 00 28i99 29 . 86 0:971 249 . 08 9 .09 16 .69 ' 6 � ,10 . 73 i1o75 - 163. 9 5i76 11 . 76 120 . 8 120 . 8 9.9:1 -- 1 . 13 6. 3 3 . 10 0 .364 27 . 61 30 .00 27i61 29. 28 0 . 943 6 277 . 96 . 49 -- -- - -- 2 0 . 4 0 7 34.44 . 1975 183 .7 6.46 12.46 139 .3 139.3 2469. 1 _ 0. 60 2A j6 01245 25.59 00. 00 25 c 297 . 21 3 . 89 24 1 C ._a• r9 2S♦ i5 6.896 - 8 36 . 15 . 1675 203. 4 7 . 1.5 13 . 15 158. 8 158 .8 3107 . 5 It 0 . 18 2 ► 01 0 .090 21M 30 .00 23 . 19 27*69 0.•833 3060 4 1 . 30 27 .81 9 38 . 15 * 1875 20374 7 . 15 11. 15 I S8 . 8 158.8 3107 .5 0. 1.8 2 . 01 0 . 09" 23 . 1.9 30 . 00 23. 19 27 . 69 0. 838 3,. 6 . 84 -1 . 30 3 `'10 34. 44 . 1875 183.7 6. 46 12. 46 139 . 3 139 .3 2469. 1 0 ►60 2 . 46 0 .243 25•59 30 ,00 25 .59 28.55 0.-096 297 .2:1 -3 . 89 35.23 71 . 1875 163 . 9 5. 76 11 .76 120 . 8 120 .8 1916.3 1 , ! 1 3. 10 0. 364 27.61 30. 00 27 . 61 29.28 0. 943 1,... 277 . 96 -6.49 38 .94 ! 1.2 27 .02 . 1875 144 . 1 5 .07 11 . 07 103 . 1. i0sl !. 1444 .4 1 .79 4.00 0 .448 28499 30 .00 28 . 99 9 - 96 0.971 249 . 08 -9 . 09 42 . 65 13 23 ►31 . 1875 124 .3 4 . 37 10. 37 86 .3 86.3 1048 .5 2.67 5. 38 0. 497 29. 30 30►00 29 . 30 30 . 00 0 .977 210 . 57 ---- -11 . 68 46 . 35 14 19. 60 . 1875 104 . E 3 . 68 9 . 68 70 . 3 70 . 3 724 .0 3 .88 7.61 0 . 511 27►74 30 M 27 .74 30 .00 0 .925 162444 -14 .26 50. 06 15 1500 . 1875 _ 84 . 8 2 . 98 8 . 9 55 - 5 2 466 0 �i'j J J . :' J . ► 5 . 66 11 . 57 0 ► 489 22 . 77 30 . 00 22 . 77 30 .00 0 . 759 104 . 69 -16 . 87 53 .77 N 16 1.2. 19 . 1875 65. 0 7,29 8.29 40 .9 40. 9 269. 7 8 .752 16.53 0 .51."�. 10+94 30 . 00 10 .94 30►00 0►365 / . J 0 -1 C} J 7 . 4 lam! �.�_. .......__-•_•_-_.,.. REL . STIFFNE8S O UT . END , (A)= 36 . 444 REL. STIFFNESS 2 ET ► END (B) 36 . 444 DEAN 'vdM --WP F a FLANGES ONLY= 2184 . 2 i NOTES SHEAR RE'3. . . . . . . . . . . FVA -APPLIED Fv -ALLOWABLE TENSION DUE TO BEND . . . . FBTA-APPLIED FBT-ALLOWABLE COsMP RE'SS. IrUE TO BEND . . FBCA-APPLIED FB -ALLOWABLE AiLW W1= .:' � W4�z. 1'5 4 W6- . 1'54 y /W.. S ..1 F1 . �_ 7 w�si.l7—�..•7 Re. :. ES♦ ; a. .J i i S..w . ...V S. SAe 1 l.. •J — �R�R�, 11�M1 K.�,MZ.. K'C C7-A. KCGL�� C « Cl . 1 C .0 .:' Ei i 2 . .—ter a 3— s-s=7 -- -C ------ , -. yr- r---------------�-�.-C-xF_--I✓5 C.'�`z.'—f`��.i�'; f C -------I E Y}. 2 . ACTUAL MOhENTS7 SHE:ARSY AXIAL LOAD'S WIND LATERAL LOADS HW= 2 . 31 HL ? . '..7i RW= -Or48 RL=_ 0 . 48 ACTUAL REACTIONS DUE TO UPLIFT ON ROOF (!f ) LOAD CASE :I -'.. ._ ; ° " Ll.. . R.EA :TIOi� S IUE TO DEAD LIVE LOADS 00 - ----- L�;Ai. c1-15E: :I F`zf: . ~'f RLL'=17 . u0 _ N p i i'f A.f W A7"',D 4 JP OF __1''i r 2 5 LLi'�:� ALL UE<:!.Gwl !_.O1.-,1)S E.EifUC;EI• BY A F,={t:T 0 R OF .75 T"OF, i` Ci.JLLlW.! T'F*I;Y [A BX13 A= 3. 84 I= 39.6 Sv= a . - RX=3.211 R`Y=0.81 RT=1 .01 DZ'AF-7.83 SLEi,4DEr'.PdE:;S RATIO=K (L)/RX 92.46 5LE aUERNESS RAT IO=K(L) /RY= 85 . 41 (" A=13 . rj.1. F E-17 . Y7 F— 4 . 61 1 . 6-1A FAA F `+CM F.R:r / I—FAA iFE )FB=+i.40 EP 1 . 6-18 FA('i:i' . 5 ( FY ) +FF.'L�/FB=0 . 3 / --- ---------- ---- USE W S; 13 DESIGN LEEWARD TBCF-10 . 25 LOAD CANE 1 ALL DESIGN LOADS REDUCED . BY A FACTOR OF . Y5 TOP OF COLUMN TRY W 3X13 A= 3 .84 I= 39 . 6 SX- 9,.9 RX=3 . 21 RY=0 . 843 RT=1. .01. D/AF-Y .83 KX=1 . 72 SLENDERNESS RAT I O=K(L ) /RX= 66.06 SLENDERNESS RATIO=K( L )/RY= 55. 41 FA=14 . 74 777 FB=21 .'9 22 P= 5 . 66 M= 183 . 12 Fr A=P/A= a 4 r { r`.D:r : 1.—FAA ".,—.: r EQ . 1 . 6-1H FAA,' .6(FY ) +FBB/FB=0 .94 --- U S E iW S A;13 _ NOTES: ALL DESION LOADS REDUCED BY . 5 IN ACCORDANCE WITH SEC . 1 .0. 6a P . 5 -22 OF A . I .3 . C . SPEC. .: BENDiNCp . . .FE�£� (ACTUAL} FED(ALLO ABLE} AXIAL . . . . . « FAA ( ACTUAL ) FA(ALLQ4,ADLE) —_ MOMENTS. a s . a . a a a a a . . . . pQSITIyr _C.L.Ot•NWISt ---_ ir—', T IT i•Fi ftiEt1ClJJi�1.i:, . . . « .i'G' ITIt.°E — �E_'E�liiRE.� ------- ----- — ---- -- -- HORIZONTAL REACT! P S—j .POSITIVE T€J T NE F j HT ---- AD CASE 'a= 0 , 5LL 9 1 .,7WL g 1 . `JCL s 1 , 0DI ENDWALL BEAM DESIGN EB-60-900 DAY- BAY LOAD LEFT RIGHT BEAM H\: i W n ...r._ ;:\. ._. . 1 4. { _ 1, . 1 1 S Y._ mom, m 1.1 i i MAX. MOM. mom , '.:.ND PLATE MOM♦ PLATE END END D ZERO MAX ♦ ZERO START PLATE POINT MOM. POINT PLATE FTY�'T—L.� LEFT EVC MAX ., START RIGHT EF,.;.. PLATE MON : PLATE 11 1416 -- h j 2 20 .0 V +, ti.50V 3 : 5000 .:? ♦5000 W 8n1C., �1496 9 21 . 4969 5.3917 -21 .4969 -21 ,069 • 1 ti . 9'i 0 9 13 : `7'9 09 11 . 2036 0. 0000 U i V00,11 O .A. 3 ♦ 9974 11 . 9987 20i0000 20 ♦ 0. 2. � •" • n r.•ter z s It ECI0.',i E 4I+uAL L C0LUMN! EC, '-:L6 . 17 LL=30 . 0 .SAY=2N .0 ` 6 S -, ru RX=3 . 22Ti 'i W �: Lr ' : j r" l c EFFECTIVE HOT . =198 . 0IN . FE 4 i•. 33) = 52. 53 i== J •%1 I !_.iv W 4U s v" Fri i��'- ri F j:,s.r F B li r�:�3 U E 14' 8X10 f fir- r------- -------------- —_— _... i l_- DESIGN CORNER COLUMN CCF-14 .52 SL=30 . 0 BAY=20, 0 ,K) CORNER COLUMN IS SUPPORTED BOTH QAYS BY GIRTS GIRT SPACING NOT TO EXCEED 6. 0 FT . TRY W SX10 A= 2 .96 RY=0 .84 AXIAL LOAD=P= 3 . 65 V7fWTTVE—FU .= 72 .0 KL/RY= 85. 61 FA=14 . 72 AREA REQUIRED=P/FA= 0 . 26 AREA FURNISHED= 2 . 96 USE W SX10 DESICN CONFER COLUMN F41OZ2 SL=30 . 0 BAY=20 .0 F --CrUSI—COLUMN IS SUPP17TED BOTH WAYS BY GiRTS, GIRT SPACING NOT TO EXCEED 6 . 0 FT . At 4 AXIAL LOAD=P= 3 + 85 C EFFECTIVE HGT . = 72 . 0 KL/RY= 85 . 61 AREA REQUIRED;P/FA= 0 . 26 AREA FURNISHED= 2 . 96 fit, Sc W SX10 4t FORMAT ?OR R1U'i PU't: BAY BAY LOAD LEFT RIGHT :t='URLIN hEr�CT 10N A C T 10N DE'SIGt Moll . mom '' MAX . MOM e IM,0M . --------I.Q . , !-ND LAP MOM . LAP END IN E ET u A END ZERO MAX . ZERO START LAP POINT MOM . POINT LAP '(?END!? STRISS AT EACH LOCATIOU LEFT END MAX . START F.11=HT --END OF OF END LAP MOM. LAP LIVE LOAD DEFLECTIO.N do 1. 19 . 0 0, 1650 141580 1 . 9770 6Z-23 . 97 LL L _ 0 .0000 0 . 0000 4.0635 -1 A 1926 -7 .7806 (+ i t A �.� ,� b �.r i.�,� ♦ �� �' .�. rs d w3,J..r �. � b 24 . 6272 .•} -7 - 5.. -"i .F..M.i i, r._•:� .,.!/7 t'1 OA79 2 20. 0 0. 1650 1 . 7796 1 . 0204 6Z-2i . 97 L LR -7 ..7806 -1 . 9822 1 .8162 -3.7503 -5 . 1887 21.5776 -12 . 0135 11e00; :, -22 .7321 -15 . 7233 O . i9 3 20.4 0. 1650 1 .6093 1 . 6907 6Z--21 . 97 5. 1887 -3. 661.9 2. 6597 4 .3938 -6 .0920 . 4{. V i.0 s i it . J is3 7 15 . 421, 19 . 0 -15.. 7' 33i 22 . 1931 16 . 1193 26 .6291 -18 e 1878 0 . 4xj. 4 20 . 0 O. 1650 1 . 6907 1 . 6093 6Z-21 . 7 -"6 ,0020 -4 .39 38 2.6597 -3 .6619 5 . 1887 . 563 . 1464 .t0 . 9 2 4u 17Al: -18+ 1878 -26 +6291. 1.6 . 1. 193 "-22 + 1931 -15 . 7233 +0 . 44 5 20. 0 0 d 1650 1 > :_'.'04 1 . 77?6 6Z-24 . 97 LLL _ --s e 1.88;' -_5 . 75rJ 1 A 8162 --1 .9"• '6L _7� .78;�6 -.i ❑, ._r_i Z'T i"i -7._2 a i 0•� 3 1 -•i'7 c 1 f, 1 J e /.._�J J �s,. . / ,y r:_1 11 . 0075 -1 L. d\f 1 s.i w� i J .,.�7 f LJ 0119 6 19. 0 0. 1650 1 .9770 1 . 1580 6Z-23.97 LLR 7 . 7806 --1 . 1926 4.0635 1 0 d 0000 0 +0000 > . 4 . 0 4 . 9 6.:l% .1 1 . U 19 .1_9 e 'J 0 19 Syr PACKAGE INDUSTRIES, INC. 8"Z 16 GA 50 KSI 10-31-80 80041 TYPE= Z TCTAL DEPTH= 8 .330311 THICK.= 0.0610" FY= 50.00 KSI AREA=0. 85( IN2) WEIGHT= 2. 97LB/FT TOP FLG BOT FLG RAD a^,. FLG S WEB"= 0.1250 0. 1250 WIDTH (IF FLG" = 2.3880 2. 3880 FLG SLOPE(X "/12 ) = 0.0. 0.0 { += OPENING, - = CLOSING) _ _ _. RAD ;? FLG C STIF= 0.1253 0. 1250 STIFF ANGLE(DEG)= 45.0000 -45. 0000(+= OPENING) .'.STI FF 'AIDTIA" = 0.7645 0.7645 GROSS SECTION PROPERTIES: _ CENTROID:X= 0.0 it Y= 0.0 it IX= 8.17 IN4 IY= 1 . 15 IN4 RX= 3.0943" RY= 1. 159611 C( TF) = 4.0003" C{ BF) = 4.0000" I-,MAX= 8.81 IN4 I-:WIN= 0. 51 1"14 R-WAX= 3.21 IN4 R-MIN= 0. 77 IN4 IXY( IN4)= 2.21 PRIM. ANG= -16. 10 DEG(+ COUNTER CLOC<WISE) BENDING PPUPERT I ES UNDER FULLY BRACED CON101 TION-- WEB - H/T= 12Q1.15 FVC= 4.99 KSI FBW= 31.18 KSI FV= 4.99KSI TOP FLG IN COM?.- W/T (LIM )= 31.2 'W/T(ACTUAL )= 34.8 W{EFFECTIVE)= 2.0010" FB( ALL)= 30.0 KSI C= 4.D0" SX= 2.01 IN4 M ALL )= 60.37 K-IN STIFF I( IN4)=0.001299 REQ'D=0.000853 ALL COMP( STIFF )= 27.83 KSI BOTTOM FLG IN COMP.- W/T( LIM ) = 31 .2 W/T(ACTUAL) = 34. 3 W( EFFECTIVE)= 2.001011 FB (ALL )= 30.0 KSI C= 4.00" SX= 2.01 IN4 M{ ALL)= 60.37 K-=IN STIFF I ( IN4) =0.001299 REQ' D=0.000853 ALL COMP{STIFF )= 27.83 KSI BENDING PROPERTIES FOR UBLY = 60.0" AND CB = 1.00 TOP IN COMP-- L2 .SXC/D.IYC=1610.2 FB(ALL)= 23. 21 KSI BOT IN COMP-- L2. 9SXC/D. IYC=1610.2 FB{ALL)= 28.21 KSI PROPERTIES FOR AXIAL COMP. 0= C.599 QA= 0.63. QS= 0.939 REDUCED A= 0 .54 IN2,MIN FC= 27.83 KSI WHEN AXIALLY LOADED AND LATERLLY BRACED C UBLY= 60.011UBLX= 60. 011 CC= 107.9 CC/SQRT(0)= 140.6 K KL/RMAX) FAI ( KSI ) 1 .00 77. 7 13.03 1 .50 116 .5 10. 10 2 .00 155 .3 6.30 WHFN AXIALLY LOADED AND SUBJECTED TO LATERAL BUCKLING XO= 0. 0 IN, RO= 3.30 IN, BATA= 1 .00, J= 0.0011 IN4, CW= 6.05 IN6 K SIGMA( T )SIGMA( E0SIGMA( TF ) F' EX SIGMA( E 'X) FA2 KSI KSI KSI KSI KSI KSI 1. 00 53. 80 834. 9 53. 8 393. 13 763. 1 13.27 1 .50 24.63 371. 1 24.6 176. 95 339. 1 10.78 2-00 14.41 208.7 14.4 99.53 190. 8 7.52 RESULT OF ANALYSIS FOR GRAVITY LOAD FY = 80.00 K , PACKAGE INDLSTRiES, INC. 80066 01-02-81 -- PACKAGE PANEL ( INTERMEDIATE STIFFENERS NOT EFFECTIVE) GR(3SS SECT ICN PROPERT I ES PER .ONE COMPLETE SECTION OF PANEi. PANEL GAGE T . WEIGHT THEORETICAL I-NA S-TOP $-BTM IIN-1 (PSFJ COIL-WIDTH ( IN. ) ( IN.4) ( IN.3) ( IN.3) .Q.Oi79 a.8001 - 13.248 _:. 0.0426 0.0434 0. 1596 24 0.0239 - -1.0673 13.230 0.0562 0.0572 0.2097 .' 22- 0.0299 1.3342 13.212 0. 0694 0.0707 0.2583 _r SECTION PROPERTIES FOR ALLOWABLE LOAD DETERMINATION PER ONE FOOT PANEL` WIO'. OF TCOVERAGE CON-D1-TION PANEL i-NA S-TOP F-TOP S-BTM F-BTM ALLOW. MOMT, OF ="BEND_JNG . GAGE ( IN-4) ( IN.3) (KSI ) ( IN.3) IKSI ) (KIP-IN.) TOR OF 26 0.0327 0.0318 -48. 00 0. 1483 10.29 1.5267 PANEL IN 24 0.0496 0.0494 -48. 00 0. 2015 11.77 2.3722 COMPRESSLON 22 0.0653 0.0658 -48.00 0.2531 12 .47 3..1570 f BGTTOM :CF 26 0.0205 0.0329 47. 50 0. 0326 -48.00 1.5642 PANEL IN 24 0. 0292 0.0450 48.00 0.0487 -44.35 2.1580 CCMPRE5S10N 22 0.0388 0.0573 48. 00 0. 0677 -40.59 2.7494 ALLO'WA&LE UNIFORMLY DISTRIBUTED LOAD (PSF) AND CORRESPONDING DEFLECTION M INPUT WIDTH OF COVERAGE OF ONE COMPLETE SECTION = 12.00 IN. SPAN GAGE SIMPLE SPAN TWO SPANS THREE SPANS ALLOW DEFL . I -T� LOAD DEFL . LOAD DEFL. LOAD DEFL. L/180 L/240 3. 33 1 26 91.8 0.23 94.0 0. 16 117.5 0.26 0.22 0.17 24 142.6 0.25 129.7 0. 16 162. 2 0.25 .22 189.8 0.25 165.3 0.15 206 .6 0.24 4.00 -'26 63.6 0.33 65.2 0.24 81. 5 0.38 0.27 0.20 24 98.8 0.36 89.9 0.23 112.4 0.36 -22 .131.5 0.37 114.6 0.22 143.2 0.34 4- 50 26 50.3 0.42 . . 51 .5 0.30 64.4 0.48 0.30 0.22 24 78. 1 0. 45 71. 0 0.29 88. 8 0.46 22 103.9 0.46 90.5 0.27 113. 1 0.44 Aww 5.00 Z6 40.7 0. 52 41. 7 0.37 52. 1 0.59 0.33 0.25 24 63.3 0.56 57.5 0.35 71.9 0. 57 84.2 0.57 73 .3 0.34 91 .6 0.54 5. 50 26 33 .6 0.63 34.5 0.45 43. 1 0. 72 0.37 0.27 = 24 52.3 0.68 47.6 0.43 59 .4 0.63 22 69.6 0.69 60.6 0.41 75. 7 0. 65 6. 00 2b 28. 3 0. 74 29.0 0.53 36 .2 0.85 0.40 0.30 24 43 .9 0 .80 40.0 0.51 50. 0 0. 82 22 / 58 .5 y a 0 .82 y y 50.9 0.49 { 63 .6 4 y 0.78 NOTE- ALL GWABLE LOADS CAN BE INCREASED BY 1/3 IF LCAD IS DUE TO WIND.