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HomeMy WebLinkAboutSTRUCTURAL REVIEW - 03-00043 - 852 & 856 Parkside Dr - Townhomes_tm o dyp�dv (D= G . y rt m c0 O L L- 00 U) = O m v d LO or 0. M Vi O LO 0) C1 .L2 = E m c m ob = a •� ^0 2 . 0)O0 O N N ovi (� N C Ci ,C Q1 _O ,00cc L !� O X Z, =: > 'w d U MCOMLL C +O' = C o•—cW L LU N C 44 L W Q O L'A .Q H% -p N ♦� -) i y 1919 N d C fn 4+ N c ;t� CL c'c�� W L— d 0=.§ - ƒ�)»\\))\} �wj)�IL #{`|} )ƒ{ - !J() \} w Imp i{ Lo .... ,. L'L !�!l,IS . )32/ ► \g - - �6� _ ► , ) % f\}} /§gam kk|!|i!! }/ate(;C; Ld/�\\�!,{ \\/\\\� f ;!a }$_ „ „ 11 IL ! .. ,)}\\ ! !# ) _� s/ f�cl ;ƒ\ �!%}¥ ) Ill- n fi,_ If§!/ ! )B/):!�|.!!�!! ƒ / % .. 3 (Z§12 7 ! JZ 22lJ)j}!\ ! 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Fon=r rn n �-x * .. ., .... _... _ =___ _ _ 8-0-0 B -0S CSI TO 0.99 BC 0.97 WB 0.79 (Matrix) TOP CHORD A -B - 39 B -C = A318 C -D = -0058 0-E _ -3391 E -F = -2591 F -G = -2591 Gil = -3391 H -I = 4058 4J = -4318 J -K = 39 BOTCHORD B -P = 3727 O -P - 3293 N -O = 2747 M -N = 2747 L -M - 3293 J -L = 3727 WEBS OP = -349 D -P - 481 D-0 _ -687 E-0 = 709 E -N = -968 F -N = 1749 G -N - -968 G -M = 709 H -M = -687 H -L = 481 4L = -349 NOTES 1)Wind: ASCE 7Dmph; ; TCDL=4.0psh BCDL=4gpsFCategory II; Exp CR gable and zone; cantilever fell and right exposed; porch left and right exposed;lumber DOL -1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pt --35.0 pat (roof snow); Exp C; Fully Exp L= 45-0-0 3) Unbalanced snow leads have been considered for this design. 4) This truss has been designed for 2.00 times gel roof load of 35.0 psf on overhangs non-concurrenl with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconourrent with any other live loads per Table 1507.1 of IBC -00. DEFL In floc) Uden Ud PLATES GRIP Vert(LL) -0.41 O 1999 240 M1120 197/144 Verl(TI.) -0.58 N-0 1937 160 Hoa(TL) 0.22 J n/a n1a Weight: 211 1b 6) Provide mechanical act olhere)of lnug plate capable of wllhsta Ing 1113716 iRet)alnt nd 10371b upli8at)olnt J. LOAD CASE(S) Standard 11 LCA TOLL 35.0 TCDL SPACING Plates Increase 2-0-0 1.15 BCDL 0. Lumber Increase 1.75 BCDL 7.0 Rep Stress Inv VES Code IRC2D00/AN5195 LUMBER m TOP CHORD 2 X 4 SPF 1650F 1.6E N BOT CHORD 2 X 4 SPF 165OF ISE d' WEBS 2 X 4 SPF Slud/Sld'Except* N W1 2 X 4 SPF 165OF 1.8E WEDGE N Leh 2 X 6 OF I 800 1.6E, W Right 2 X 6 OF 1800F1.6E 0 N BRACING TOPCHORD Sheathed. W BOTCHORD Rigid calling directly applied or 5-6-5 ocbracmg. N WEBS N 1 Row at midpl D-0, F -N, H -M n 2 Rows at 1/3 pis E -N, G -N REACTIONS (Ib/size) Q B 2340/0-5 8 2340/0-5.8 Max Hom B =-226(load case 6) M M" UphillO B =-1037(loadcase 7) J-1037(1cad case 8) Max Grav B = 3043(load case 2) 3043(load case 3) 0 -FORCES (Ib) - First Load Case Only CSI TO 0.99 BC 0.97 WB 0.79 (Matrix) TOP CHORD A -B - 39 B -C = A318 C -D = -0058 0-E _ -3391 E -F = -2591 F -G = -2591 Gil = -3391 H -I = 4058 4J = -4318 J -K = 39 BOTCHORD B -P = 3727 O -P - 3293 N -O = 2747 M -N = 2747 L -M - 3293 J -L = 3727 WEBS OP = -349 D -P - 481 D-0 _ -687 E-0 = 709 E -N = -968 F -N = 1749 G -N - -968 G -M = 709 H -M = -687 H -L = 481 4L = -349 NOTES 1)Wind: ASCE 7Dmph; ; TCDL=4.0psh BCDL=4gpsFCategory II; Exp CR gable and zone; cantilever fell and right exposed; porch left and right exposed;lumber DOL -1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pt --35.0 pat (roof snow); Exp C; Fully Exp L= 45-0-0 3) Unbalanced snow leads have been considered for this design. 4) This truss has been designed for 2.00 times gel roof load of 35.0 psf on overhangs non-concurrenl with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconourrent with any other live loads per Table 1507.1 of IBC -00. DEFL In floc) Uden Ud PLATES GRIP Vert(LL) -0.41 O 1999 240 M1120 197/144 Verl(TI.) -0.58 N-0 1937 160 Hoa(TL) 0.22 J n/a n1a Weight: 211 1b 6) Provide mechanical act olhere)of lnug plate capable of wllhsta Ing 1113716 iRet)alnt nd 10371b upli8at)olnt J. LOAD CASE(S) Standard 11 801067.3 1-0-0 23-0-0 MOD, IF nL11sID 1-0-0 see= to an= fixe = Plate Offsets (X11' fB: 1-11 Edqpl, a -1 11 Ed al AH:0-3-0.O3M :0.3-0113-0) Max Uplift TOP CHORD OTHERS 2X 4 SPF Slutl/Std AG = AF - LOADING (paQ TCLL 35.0 -670ood SPACING 2-0-0 Plalas Increase 1.15 C51 DEFL In poc) Utla6 Ud - "— PLATES GRIP .TCOL 7.0 D -E Wmber Increase 1.15 TC 0,17 0C Ved(LL) We - Na 999 MII20 197/144 BCLL 0.0 w CHORD Rep Stress Inv YES , WB 0.33 Z 376(load use 2) 999 sNa 180 ap Shealhed or 6-0.0 Cc purlins. BOOL 7.0 272146-0-0 Cada IRC2000/AN5195 376(load HOR((Ty 0.01 Z O BOT CHORD Na I uunvo 207(load was B) L -M = -61 N Fill ling tllreMlyepplied of 10-0-0 00 bracing. B = AM = Weight: 259 lb M TOPCHORD 2X4SPF1650F1.6E y SOT CHORD 2 X 4 SPF 165OF 1.6E AH = 196/46-M Max Uplift TOP CHORD OTHERS 2X 4 SPF Slutl/Std AG = AF 1961460-0 AC -670ood case 8) B -C = 34 AE = 196146-0-0 185/46-0-0 AB = -91(load case 6) D -E =59 N BRACING NTOP AD = 202/46-0D Max Grav B F -G = -61 w CHORD AC = 170/4800 Z 376(load use 2) H-1 - -23 ap Shealhed or 6-0.0 Cc purlins. AB = 272146-0-0 = 376(load case 3) J -K = -61 O BOT CHORD Max Harz AL = 207(load was B) L -M = -61 N Fill ling tllreMlyepplied of 10-0-0 00 bracing. B = AM = 310(load pse 2) N O _ -80 WEBS Max Uplift -228(load case 8) AN = 304(loedpse 2) p -D =-61 1 Row at mldpi B - -45(load case 5) AO = AP 302(lead pse 2) R-9 = -01 W N -AL, M -AM, L -AN, K -AO, O -AK, P -AJ, O -AI Z = 8) - 303(lood pse 2) T -J = -81 AM = -19(load case AD = 303(loed case 2) V -W = -01 M REACTIONS (Ib/stze) AN = 54(load me 7) AR = 303(load case 2) X -Y - -67 N 2 241148-0-0 AO = 79loed use 7use -71(load pse 7) AT 312(load _ 36 ' AL 177M8-0-0 AP - -72(load case 7) = AU 264(load use 2) pse 2) BOT CHORD B -AV = 21 ,may - AD = -72(load pse 7) AV = 417load pse 2 C1 AN = 195/4"-0 A9 use ) AK = 310(loadcass 3) Al = 21 �7 AO 3 196!46-0-0 AT = 72(load case 7d -73(load case 7) A] - 302(loatl case 3) APAD = 21 i AP 196/46-0-0 AO = - AU = -67(load pse 7) ( ) AH = 302(load 303(load case 3) case 3) AN -AO AL - 21 198/46-0-0 AR = 196746-0-0 AV = -92(Icad pse 7) AG = 303(load pse 3) -AM AJAK = 21 = 21 M AS AK = AJ= 46(load Casa 8) AF = 303(loed pse 3) AH -Al = 21 AT 202/48-0-0 m AI = -811oadcsse 8 -71(load case 8) AE e 3112(load AU 2721446-0-0 AH = -72(loed case 8) AD AC = use 3) AD -AE = 21 AV = AK = - AG - -72(1pd case 8) AS = 264(load 417(load case 3) case 3) AS -AC WEBS = 21 1, AJ > 1977460 0 195146.0-0 AF _ AE -72(load pse 8) N -AL - -149 N = 198/46-0-0 - AD -72(load pse 8) FORCES (Ib)- First Load Case Only LAN = -169 = -73(load use 8) TOP CHORD JAP = -168 Continued on page 2 A -B = 38 C -D E -F G41 K- M - M -N O -P O -R S -T U -V Y -Z Y3 AU -AV AS -AT AO -AR AO -AP AM -AN AK -AL AI -AJ AG -AH AE -AF AC -AO Z -AB M -AM KAO -07 _ -01 _ -61 = 51 -01 -00 -61 -61 -23 E1 = 59 _ -01 = 21 = 21 21 21 21 - 21 = 21 = 21 - 21 = 21 = 21 -167 -168 GE IDSL MOD. 11 I 1 FORCES (lb)- First Load Case Only TOPCHORD B -C - 34 C -D = 67 D -E = 59 E -F = -61 F -G = 61 G -H = -61 H-1 = -23 I -J = 61 J -K = 51 K -L 67 L -M - 51 M -N = -60 N-0 = 50 O -P = 51 P-0 = 61 O -R = 51 RS - .61 ST - -23 T -U = 61 U -V - -61 V -W = -61 W -X = .59 X -Y = 67 Y -Z = -81 Z -AA = 38 BOTCHORD S -AV = 21 AU -AV = 21 AT -AV = 21 AS -AT = 21 AR -AS = 21 AO -AR = 21 AP -AD = 21 AC -AP = 21 AWAO - 21 AM -AN = 21 AL -AM = 21 AK -AL - 21 AJ -AK = 21 AI -AJ = 21 AH -AI = 21 AG -AH = 21 AF -AG = 21 AE -AF = 21 AD -AE = 21 AC -AD = 21 AIAC = 21 Z -AB = 21 WEBS I -AO = -166 G -AR = -166 F -AS = -167 E -AT = 472 D -AU = -150 C -AV - -224 O -AK = -167 P -AJ = -169 O -AI = -168 R -AH = -168 S -AG = -168 U -AF - -166 V -AE _ -167 WAD = -172 X -AC = -150 Y -AB = -224 NOTES 1) Wind: ASCE 7-98; 90mph; h -25k' TCDL=4.Opsh BCDL=4.Opsf; Category it; Exp C; Wclosed;MWFRS gable end zona; cantilever left and right exposed; porch left and right exposed;Lumber DOL -133 plate grip DOL=1.33. 2) Truss designed forwind loads In the plane of the truss only. For skids exposed to wind (normal to the face), see MITek'Stendard Gable End DslaP 3) This Kos has been designed for a 10.0 psf bottom chord live load nanconcurcen(wilh any other Ihns bads per Table 1607.1 of IBC 00. 4) Al plates are 3x4 1,4I120 unless oihervnae Indicated. 5) Gable requires continuous bottom chord bearing. able of Wthalanding 451b uplift atjbint B, 191b uplift al I lb uplift atjoin(AM, 7916 uplift aljoint AN, 71 It uplift at 7216 uplift aljoint AP, 72 Is uplift at joint ACL 7216 upOft a( 72 lb uplift atjolnt AS, 73 b uplift atjoinl AT, 871b uplift at 92 lb uplift at joint AV, 46 b uplift alJoInt AK 81 b uplift at ii Ib uplift atjoinl Al, 721b uprin atjoinl AH, 721b uplift at 721b upldi atjoinl AF, 72lb uplift atjoinl AE, 731b uplift al 67 lb uplift atjoinlAC and 91 b uplift aljoint AB. 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