Loading...
1225 NE 93 St (20)J03 S � E: S �v`� /✓ler - 1 2 2$ T"= = OF =L : v.5 COC_ SErEON ?"GE LOCATION 5 CG ;TS D 6 /3/0/ 3Y: 04 7ru 5 5 CMG ` �7 " 10 - 7 , 2 5 z.° e — 2 Se-715, • = == « «ACES -2000» » [ 00006989 ] Hand cut »» : 24.38 Hand jig »» : 26.40 Comp cut • 11.55 Customer : LANDEL- CONST. Project #: 1E63 Truss ID : T1 Span : 18 -5 Quantity : 5 = = Btd(1/31/2001),v2.0 FORCES - GRAVITY LOADS REACTIONS - SIZE 5 -6= 2987 2-6 = -727 1= - 1259 7.25 6 -1= 2962 3 -6= 595 5 = -984 5.50 4- 6 = -753 1- 2 = -3037 2- 3 = -2313 3 -4 =-2313 4- 5 = -3060 PROVIDE FOR 878 LBS UPLIFT AT JOINT 1 (0.70) PROVIDE,FOR 528 LBS UPLIFT AT JOINT 5 (0.54) PROVIDE FOR 27 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT, Y = TOP ):[j2= 3,3],[j6= 4,2],(SYMMETRIC PLATING TURNED ON) 3x4 1 2 -6 LOADING (PSF) L D TOP 30 15 • BOTT 0 10 L. HL TO PK:9 -4 -14 LEFT HEIGHT:0 -3 -13 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 5 -4 1 9 -2 -8 1 13 -1 5 -4 3 -10 -8 3 -10 -8 5x 6 2 SPAN:18 -5 MAX STRESSES TOP 4 -5 =0.565 BOTT 5 -6 =0.855 LL.DEFL. @6 =0.18 < L/360 4x5 3 5x8 1 9 -2 -8 1 9 -2 -8 _« «BEST.TRUSS.CO. » » Hand assembly» »: 20.90 Comp asssembly : 0.00 Tue Jun 26 15:34:57 2001 Family # : 103 Top Pitch : 2.5/12 1 2x4 18 -5 9 -2 -8 18 -5 5 -4 R. HL TO PK :9 -4 -14 RISE:2 -2 -14 RIGHT HEIGHT:0 -3 -13 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS - :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. '7)--3-.7 = = =« «ACES - 2000 »» Hand cut »» : 6.64 Comp cut • 2.31 Customer : LANDEL- CONST. Project #: 1E63 Span : 18 -5 _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS 1- 2 = -3037 5 -6= 2987 2- 6 = -727 2- 3 = -2313 6 -1= 2962 3 -6= 595 3- 4 = -2313 4- 6 = -753 4- 5 = -3060 PROVIDE FOR 878 LBS UPLIFT AT JOINT 1 (0.70) PROVIDE FOR 528 LBS UPLIFT AT JOINT 5 (0.54) PROVIDE FOR 27 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT, Y = TOP ):(j2= 3,3],[j6= 4,2],(SYMMETRIC PLATING TURNED ON) 1 2 -6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 L. HL TO PK:9 -4 -14 LEFT HEIGHT:0 -3 -13 5 -4 5 -4 [ 00006990 Hand jig»» : 9.75 9 -2 -8 9 -2 -8 Truss ID : H1 Quantity : 1 REACTIONS - SIZE 1= -1259 7.25 5 = -984 5.50 5x6 SPAN:18 - 5 9 -2 -8 3 -10 -8 MAX STRESSES TOP 4 -5 =0.565 BOTT 5 -6 =0.855 LL.DEFL. @6 =0.18 < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 1 4x5 3 5x8 « «BEST.TRUSS.CO. » » Hand assembly» » : 4.18 Comp asssembly : 0.00 Tue Jun #26.15:34:58 2001 Fam Top Pitch : 2.5/12 13 -1 18 -5 3 -10 -8 5 -4 2x4 18 -5 9 -2 -8 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 { R. HL TO PK :9 -4 -14 RISE:2 -2 -14 RIGHT HEIGHT:0 -3 -13 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES -2000» » [ 00006991 ] Hand cut »» : 11.82 Hand j ig» »> : Comp cut • 5.21 Customer*: LANDEL - CONST. Project #: 1E63 Span : 18 -5 . _ = Bld(1/31/2001),v2.0 1- 2 = -8301 2- 3 = -7879 3- 4 = -7737 4- 5 = -7905 5- 6 = -8423 PROVIDE FOR 1407 LBS UPLIFT AT JOINT 1 (0.60) PROVIDE FOR 1088 LBS UPLIFT AT JOINT 6 (0.53) PROVIDE FOR 21 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:8 -9 =3x4; 2-6 L. HL TO PK:7 -1 -13 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 6 -7= 8208 7 -8= 8208 8 -9= 7712 9 -10= 8080 10-1= 8080 FORCES - I 3 -6 7 -0 3 -6 3 -6 4x5 3x4 3 -6 7 -0 3 -6 3 -6 REPETITIVE STRESSES NOT USED Truss ID : HG1 Quantity : 2 LOAD CASE #1 2 -10= 67 2 -9= -376 3 -9= 1000 3 -8= 27 4 -8= 1014 5-8 =x-482 4x9 3 MAX STRESSES TOP 3- 4= 0.813 BOTT 8 -9 =0.757 LL.DEFL. @8 =0.25 < L/360 5:71 5 -7= 68 4x5 1 1 -5 4 -5 SPAN:18 -5 RISE:1 -9 -5 LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1- 3= 90 3- 4= 203 4- 6= 90 6- 8= 20 8- 9= 45 9- 1= 20 CONCENTRATED 8= 787 9= 787 « «BEST.TRUSS.CO. » » Hand assembly» » : 9.42 Comp asssembly : 0.00 Tue Jun 26 15:34:58 2001 Family # : 314 Top Pitch : 2.5/12 11 -5 14 -11 I 18 -5 4 -5 3 -6 3 -6 4x5 4 4x9 14 -11 3 -6 REACTIONS - SIZE 1 = -2354 7.25 6 = -2070 5.50 4x5 3x4 18 -5 3 -6 • MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING: 24.0 in o.c NO. OF MEMBERS = 2 R. HL TO PK :7 -1 -13 RIGHT HEIGHT:0 -3 -13 2 MEMBERS NAILED TOG. W/1 ROW(S) OF .131x3 in NAILS 12 iri. o.c.(TOP CHS.),AND 1 ROW(S) OF .131x3 in. NAILS 12 in. o.c(B HS.) For Webs use 1 ROW of NAILS 12 in. o.c. TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF hJj/rT ANA yfE(ASCE7-93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIfrN SPECS SSB , NSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD) �SUIO �jr ITECT OR ENGINEER. = == ««ACES - 2000 »» [ 00006992 Hand cut »» : 3.38 Hand j ig; » > : Comp cut • 1.18 Customer : LANDEL- CONST. Project #: 1E63 Span : 9 -10 -1 _ =BLd(1/31/2001),v2.0 FORCES - LOAD CASE #1 1- 2 = -2088 4 -5= 2063 2-5= 118 2 -3= 0 5-1= 2062 2- 4 = -2087 3-4= 0 PROVIDE FOR 494 LBS UPLIFT AT JOINT 1 (1.00) PROVIDE FOR 262 LBS UPLIFT AT JOINT 4 (0.64) PROVIDE FOR 385 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 117 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 3x4 L. HL TO PK:9 -11 -5 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 REPETITIVE STRESSES NOT USED LOADING TYPE UNIFORM 4 -11 -1 4 -11 -1 4 -11 -1 4 -1 1 -1 SPAN:9 -10 -1. Truss ID . Quantity . PANEL(PLF) / JOINTS(LBS) 4.97 REACTIONS - SIZE 1= -496 5.50 4 = -409 2.50 3 = -397 1.50 3x4 MAX STRESSES TOP 2 -3 =0.643 BOTT 4 -5 =0.547 LL.DEFL. @5 =0.10 < L/360 1- 2= 58 2- 3= 165 4- 5= 37 CJ7A 1 « «BEST.TRUSS.CO. » » Hand assembly» » : 2.13 Comp asssembly : 0.00 Tue Jun 26 15:35:00 2001 Family # : 201 Top Pitch : 1.77/12 9 -10 -1 4 -11 -1 2x4 2x4 5 5- 1= 13 9 -10 -1 4 -11 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING: 24.0 in o.c NO. OF MEMBERS = 1 4 x4 RISE:1 -9 -4 RIGHT HEIGHT:1 -9 -4 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS.CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI- THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR NGINEER. = = =« «ACES- 2000 »» 1 00006993 ] Hand cut »» : 3.98 Hand jig »» : 5.85 Comp cut • 1.39 Customer : LANDEL -CONST Project #: 1E63 Span : 9 -10 -1 Quantity : 1 _ = Bld(1/31/2001),v2.0 FORCES - LOAD CASE #1 1 -2= -2072 4 -5= 2045 2 -5= 118 2 -3= 0 5 -1= 2045 2-4 = -2070 3 -4= 0 PROVIDE FOR 938 LBS UPLIFT AT JOINT 1 (1.06) PROVIDE FOR 259 LBS UPLIFT AT JOINT 4 (0.64) PROVIDE FOR 385 LBS UPLIFT AT JOINT 3 (0.97) PROVIDE FOR 117 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT,Y= TOP):(j2= 3,3),(SYMMETRIC PLATING TURNED ON) 1 3 -6 -7 L. HL TO PK:.9 -11 -5 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 LOADING TYPE UNIFORM SPAN:9 -10 -1 Truss ID : CJ7 4 -11 -1 4 -11 -1 4 -11 -1 4 -11 -1 MAX STRESSES TOP 2 -3 =0.643 BOTT 4-5=0.544 LL.DEFL. @5 =0.10 < L/360 PANEL(PLF) / JOINTS(LBS) REACTIONS - SIZE 1= -887 7.25 4 = -407 2.50 3 = -397 1.50 1- 2= 59 2- 3= 165 4- 5= 37 « «BEST.TRUSS.CO. » » Hand assembly» » : 2.51 Comp asssembly : 0.00 Tue Jun 26 15:35:00 2001 Family # : 201 Top Pitch : 1.77/12 5- 1= 13 5x6 2x4 9 -10 -1 4 -11 -1 9 -10 -1 4 -11 RISE:1 -9 -4 RIGHT HEIGHT:1 -9 -4 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING: 24.0 in o.c NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI PI 5 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)C0 DG ARCHITE ENGINEER. 2x4 4 3x4 = == « «ACES -2000» » [ 00006994 ] Hand cut »» : 6.86 Hand jig »» : 7.30 Comp cut • 3.02 Customer : LANDEL- CONST. Project #: 1E63 Span : 7 -0 _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS REACTIONS 1 -2= 0 3 -1= 0 1 =-638 2 -3= 0 3 = -66 2 = -297 PROVIDE FOR 545 LBS UPLIFT AT JOINT 1 (0.85) PROVIDE FOR 253 LBS UPLIFT AT JOINT 2 (0.85) PROVIDE FOR 120 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 2 -6 L. HL TO PK:7 -1 -13 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 SPAN:7 -0 MAX STRESSES TOP 1 -2 =0.854 BOTT 3 -1 =0. 90 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED Truss ID : J7 Quantity : 4 RISE:1 -9 -5 RIGHT HEIGHT:1 -9 -5 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. SIZE 7.25 2.50 1.50 7 -0 7 -0 7 -0 7 -0 « «BEST.TRUSS.CO. » » Hand assembly» » : 5.47 Comp asssembly : 0.00 Tue Jun 26 15:35:01 2001 Family # : 205 Top Pitch : 2.5/12 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 3 = = =« «ACES - 2000 »» Hand cut »» : 4.00 Comp cut • 1.76 Customer : LANDEL- CONST. Project #: 1E63 Span : 5 -0- _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS 1 -2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 486 LBS UPLIFT AT JOINT 1 (0.92) PROVIDE FOR 177 LBS UPLIFT AT JOINT 2 (0.86) PROVIDE FOR 85 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:5 -1 -5 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 15 BOTT 30 10 I 2 -6 -[ 00006995 Hand jig» » 4 59 SPAN:5 -0 Truss ID : J5 Quantity : 3 MAX STRESSES TOP 1 -2 =0.418 BOTT 3 -1 =0.093 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED REACTIONS 1= -528 3 = -46 2 = -207 SIZE 7.25 2.50 1.50 5 -0 5 -0 5 -0 5 -0 « «BEST.TRUSS.CO. » » Hand assembly» »: 3.19 Comp asssembly : 0.00 Tue Jun 26 15:35:01 2001 Family # : 205 Top Pitch : 2.5/12 SPACING:24.0 in o.c. NO. OF MEMBERS = 1 3 RISE:1 -4 -5 RIGHT HEIGHT:1 -4 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BLDG ARCHITECT OR ENGINEER. = == ««ACES - 2000 »» [ 00006996 Hand cut »» : 2.86 Hand jig: > »> : Comp cut • 1.26 Customer : LANDEL- CONST. Project #: 1E63 Truss ID : J3 Span : 3 -0 Quantity : 3 _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS REACTIONS 1 -2= 0 3 -1= 0 1= -418 2 -3= 0 3 =-26 2 = -117 PROVIDE FOR 426 LBS UPLIFT AT JOINT 1 (1.02) PROVIDE FOR 100 LBS UPLIFT AT JOINT 2 (0.86) PROVIDE FOR 51 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:3 -0 -12 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 15 BOTT 30 10 1 2 -6 3x4 1 SPAN:3 -0 MAX STRESSES TOP 1- 2= 0.137 BOTT 3 -1 =0.030 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 1 1 ] « «BEST.TRUSS.CO. » » 3.28 Hand assembly» » : 2.28 Comp asssembly : 0.00 Tue Jun 26 15:35:02 2001 Family # : 205 Top Pitch : 2.5/12 SIZE 7.25 2.50 1.50 3 -0 3 -0 1 3 -0 3 -0 3 RISE:0 -11 -5 RIGHT HEIGHT:0 -11 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. /7 -121-.7 v 6 X4- av = = =« «ACES - 2000 »» .[ 00006997 ] Hand cut »» : 1.72 Hand jig: »» : 1.97 Comp cut • 0.76 Customer : LANDEL- CONST. Project #: 1E63 Truss ID : J1 Span : 1 -0 • • Quantity : 3 _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS 1 -2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 367 LBS UPLIFT AT JOINT 1 (1.19) PROVIDE FOR 24 LBS UPLIFT AT JOINT 2 (0.91) PROVIDE FOR 16 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:1 -0 -4 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3x4 1 2 -6 SPAN:1 -0 MAX STRESSES TOP 1 -2= 0.009 BOTT 3 -1 =0.002 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED REACTIONS - SIZE 1 = -308 7.25 3 = -6 2.50 2 = -27 1.50 « «BEST. TRUSS. CO. » » Hand assembly» »: 1.37 Comp asssembly : 0.00 Tue Jun 26 15:35:02 2001 Family # : 205 Top Pitch : 2.5/12 2 3 RISE:0 -6 -5 RIGHT HEIGHT:0 -6 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES - 2000 »» [ 00006998 ] Hand cut »» : 1.45 Hand jig »» : 2.13 Comp cut • 0.50 Customer : LANDEL- CONST. Project #: 1E63 Span : 5 -0 _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS REACTIONS 1 -2= 0 3 -1= 0 1= -257 2 -3= 0 3 = -47 2 = -210 PROVIDE FOR 137 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 179 LBS UPLIFT AT JOINT 2 (0.85) PROVIDE FOR 85 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:5 -1 -5 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 3x4 1 SPAN:5 -0 - MAX STRESSES TOP 1 -2 =0.418 BOTT 3 -1 =0.093 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED Truss ID : J5A Quantity : 1 5 -0 5 -0 5 -0 5 -0 SIZE 5.50 2.50 1.50 « «BEST.TRUSS.CO. » » Hand assembly» »: 0.91 Comp asssembly : 0.00 Tue Jun 26 15:35:02 2001 Family # : 205 Top Pitch : 2.5/12 3 RISE:1 -4 -5 RIGHT HEIGHT:1 -4 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 73 -1-°"/ = = =« «ACES - 2000 »» [ 00006999 ] Hand cut »» : 0.97 Hand jig »» :. 1.42 Comp cut • 0.34 Customer : LANDEL- CONST. Project #: 1E63 Truss ID . Span : 3 -0 . Quantity . _ = Bld(1/31/2001),v2.0 FORCES - GRAVITY LOADS 1 -2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 78 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 103 LBS UPLIFT AT JOINT 2 (0.86) PROVIDE FOR 51 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:3 -0 -12 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 SPAN:3 -0 MAX STRESSES TOP 1 -2 =0.137 BOTT 3 -1 =0.030 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 3 -0 3x4 REACTIONS - SIZE 1 =-147 5.50 3 = -27 2.50 2 = -120 1.50 3 -0 3 -0 3 -0 J3A 1 « «BEST.TRUSS.CO. » » Hand assembly» » : 0.61 Comp asssembly : 0.00 Tue Jun 26 15:35:03 2001 Family # : 205 Top Pitch : 2.5/12 3 RISE:0 -11 -5 RIGHT HEIGHT:0 -11 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. /7 3.1-7 v ZG -O/ ___« «ACES -2000» » [ 00007000 ] Hand cut »» : 0.48 Hand j ig: »> : 0.71 Comp cut • 0.17 Customer : LANDEL- CONST. Project #: 1E63 Truss ID : J1A Span : 1 -0 Quantity : 1 _ = Bld(1/31/2001),v2.0 •_ FORCES - GRAVITY LOADS REACTIONS - SIZE 1 -2= 0 3 -1= 0 1 =-37 5.50 2 -3= 0 3 =-7 2.50 2 = -30 1.50 PROVIDE FOR 18 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 27 LBS UPLIFT AT JOINT 2 (0.89) PROVIDE FOR 16 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) L. HL TO PK:1 -0 -4 LEFT HEIGHT:0 -3 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 SPAN:1 -0 MAX STRESSES TOP 1 -2 =0.009 BOTT 3 -1 =0.002 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 1 1 -0 1 1 -0 3x4 1 1 -0 1 -0 3 « «BEST. TRUSS.CO.» » Hand assembly» » : 0.30 Comp asssembly : 0.00 Tue Jun 26 15:35:03 2001 Family # : 205 Top Pitch : 2.5/12 RISE:0 -6 -5 RIGHT HEIGHT:0 -6 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. /7 3-61-7 v = = =« «ACES - 2000 »» .[ 00007001 ] Hand cut »» : 3.86 Hand j ig» »> : . 5.67 Comp cut • 1.34 Customer : LANDEL- CONST. Project #: 1E63 Span : 16 -0• _ = Bld(1/31/2001) v2.0 NOTES: (1 -dable studs spaced at 24 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 - Continuous bearing provided along entire bottom chord 4 - Provide 1X4 plates at each end o gable stud unless otherwise noted PLATE OFFSETS (X= LEFTY= TOP):[j4= 3,2],(SYMMETRIC PLATING TURNED ON) LOADING (PSF) L D TOP 30 .15 BOTT 0 10 8 -0 8 -0 8 -0 8 -0 L. HL TO PK:8 -2 -1 LEFT HEIGHT:0 -0 SPAN:16 -0 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED « «BEST.TRUSS.CO. » » Hand assembly» » : 2.43 Comp asssembly : 0.00 Tue Jun 26 15:35:04 2001 Truss ID : V16 -0 Family # : 310 Quantity : 1 Top Pitch : 2.5/12 4X5 2 5x6 16 -0 8 -0 16 -0 8 -0 SPACING:24.0 in o.c. NO. OF MEMBERS = 1 R. HL TO PK :8 -2 -1 RISE:1 -8 RIGHT HEIGHT:0 -0 MAX STRESSES MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP LL.DEFL. @0 =0.00 < L/360 WEBS :2X4 No.3 19 SP TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ‘..ta-o/ = == ««ACES - 2000 »» [ 0000 7002 ] Hand cut »» : 2.90 Hand j ig» »> : 4.26 Comp cut • 1.01 Customer : LANDEL- CONST. Project #: 1E63 Truss ID Span : 12 -0 Quantity _ = Bld(1/31/2001) v2.0 NOTES: (1) -cable studs spaced at 24 inches o.c. -Brace vertical studs in accordance with standard gable end detail - Continuous bearing provided along entire bottom chord - Provide 1X4 plates at each end of gable stud unless otherwise noted PLATE OFFSETS (X= LEFT,Y= TOP):[j4= 3,2],(SYMMETRIC PLATING TURNED ON) LOADING (PSF) L D TOP 30 15 BOTT 0 10 3x4 L. HL TO PK:6 -1 -9 LEFT HEIGHT:0 -0 6 -0 6 -0 6 -0 6 -0 SPAN:12 -0 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 4X5 5x6 2 : V12 -0 : 1 « «BEST.TRUSS.CO. » » Hand assembly» » : 1.82 Comp asssembly : 0.00 Tue Jun 26 15:35:04 2001 Family # : 310 Top Pitch : 2.5/12 12 -0 6 -0 12 -0 6 -0 R. HL TO PK :6 -1 -9 RISE:1 -3 RIGHT HEIGHT:0 -0 MAX STRESSES MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP LL.DEFL. @0 =0.00 < L/360 WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 3X4 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES -2000» » [ 00007003 ] « «BEST.TRUSS.CO. » » Hand cut» » : 1.81 Hand jig» »:.2.66 Hand assembly» » : 1.14 Comp cut • 0.63 Comp asssembly : 0.00 Customer : LANDEL - CONST. Tue Jun 26 15:35:05 2001 Project #: 1E63 Truss ID : V8 -0 Family # : 310 Span : 8 -0 . Quantity : 1 Top Pitch : 2.5/12 _ = Bld(1/31/2001) v2.0 NOTES: 11 - studs spaced at 24 inches o.c. 2 -Brace vertical studs in accordance with standard gable end detail 3 - Continuous bearing provided along entire bottom chord 4 - Provide 1X4 plates at each end of gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) 4 -0 1 8 -0 4 -0 4 -0 4X5 3x4 2 3X4 1 3 4 -0 8 -0 4 -0 4 -0 L. HL TO PK:4 -1 R. HL TO PK :4 -1 LEFT HEIGHT:0 -0 SPAN:8 -0 RISE:0 -10 RIGHT HEIGHT:0 -0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2 19 SP TOP 30 15 BOT CHORD:2X4 No.2 19 SP BOTT 0 10 LL.DEFL. @0 =0.00 < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING:24.0 in o.c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. = = =« «ACES -2000» » [ 00007004 ] « «BEST.TRUSS.CO. » » Hand cut »» : 0.84 Hand j ig:> »> : 1.24 Hand assembly »» : 0.53 Comp cut • 0.29 Comp asssembly : 0.00 Customer : LANDEL- CONST. Tue Jun 26 15:35:05 2001 Project #: 1E63 Truss ID : V4 -0 Family # : 310 Span : 4 -0 Quantity : 1 Top Pitch : 2.5/12 _ = Bld(1/31/2001) v2.0 NOTES: 1)-Gable studs spaced at 24 inches o.c. 2) -Brace vertical studs in accordance with standard gable end detail 3,-Continuous bearing provided along entire bottom chord 4,- Provide 1X4 plates at each end o gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) L. HL TO PK:2 -0 -8 LEFT HEIGHT:0 -0 SPAN:4 -0 2 -0 2 -0 2 -0 2 -0 LOADING (PSF) MAX STRESSES L D TOP 30 15 BOTT 0 10 LL.DEFL. @0 =0.0C < STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 4 -0 2 -0 4X5 3x4 3X4 1 2 3 4 4 -0 2 -0 R. HL TO PK :2 -0 -8 RISE:0 -5 RIGHT HEIGHT:0 -0 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2 19 SP BOT CHORD:2X4 No.2 19 SP L/360 WEBS :2X4 No.3 19 SP SPACING:24.0 in o.c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7 -93). PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. -HIB -91 Summary Sheet E COMMENTARY and RECOMM NDATIONIS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES © It is the responsibilitvofthe installer (builder, building contractor. licensed contractor, erectoror erection contractor) to properly receive. unload. store. handle install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel h the wood CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is advised A to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB- 91" from the Truss Plate Institute. A CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installation begins. Care should be exercised in bandiing re- moval to avoid shifting of individual trusses. WARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. TIRUSS STORAGE Frame 1 DANGER: A DANGER designates a condition A where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures.. A WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer..Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright CI by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections A should be made with minimum of 2 -16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. CAUTION: Trusses should not be A unloaded on rough terrain or un- even surfaces which could cause damage to the truss. io .4101w, A CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. A DANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are aced in a stable horizontal position. A DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. A WARNING: Do not attach cables, chains, or hooks to the web members. Tag Line or less NOLIEN Spreader Bar OM I Minn Toe In awl Approximately 1 /2 to 35 truss length Less than or equal to 60' Spreader Bar Toe In A GROUND BRACING:BUILDING INTERIOR] 1st truss of br group of trusses) End brace (EB)v, • „\ I I Approximately 1 /2 truss length Truss spans less than 30'. Ground brace lateral (LBO \ Less than or equal to 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing In accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing Is possible. Approximately 1 /2 to 3 /3 truss length or less 2" d floor Approximately 1 /2 truss length Toe In Tag Line Toe In Tag Line Ground brace — diagonals (GBD) Note: 2" floor shall have adequate capacity to support ground braces. MECHANICAL INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Ground brace vertical (GBv) Top Cho d; I / r 'Top Chord ' < GBV Tag Line At or above mid - height Tag Line A CAUTION: Ground bracing required for all installations. Frame 2 A WARNING: Do not lift single trusses with spans greater than 30' by the peak. Strongback/ SpreaderBar Approximately Greater than 60' 3 /3 to 35 truss length Approximately 10' 10' Y3 to 3 /, truss length Strongback/ SpreaderBar Greater than 60' Typical vertical attachment A GROUND BRACING: BUILDING EXTERIOR Plan End Wall Si Ground brace diagonals (GB0) Ground brace vertical (GBV) Backup ground stake Driven ground stakes - • Strut (ST) Blocking Typical horizontal tie member with multiple stakes (HT) Ground Brace Verticals GBV) Groutid . 1 «41uss of b. l atera l � ` �oup of true, 1 End brace (Si) SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) (# trusses) SP /DF SPF /HF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBcs) [# trusses] SP /DF SPF /HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer Top chords that are laterally braced can buckle togetherand cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace —� Required SP - Southern Pine SPF - Spruce- Pine -Fir 12 4 or greater r Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required A WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. All lateral braces lapped at least 2 trusses. 12 5 r Aim 4/1P AfF A ir4.4V frr Frame 3 DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 N ibiL trusses. v 'Now � _` 1 . 0 INII SP - Southern Pine SPF - Spruce- Pine -Fir I PITCHED TRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) r# trusses] SP /DF SPF /HF Up 10 32' 4/12 15' 20 " 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer s 12 -� 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. DF - Douglas Fir -Larch HF - Hem -Fir A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. SP - Southern Pine SPF - Spruce - Pine -Fir All lateral braces lapped at least 2 trusses. I BOTTOM CHORD PLANE WEB MEMBER PLANE r— Permanent continuous lateral bracing as specified by the truss engineering. Frame 4 Cross bracing repeated at each end of the building and at 20' Intervals. . SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB [# trusses] SP /OF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. DF - Douglas Fir -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce- Pine -Fir 9 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle togetherand cause collapse ['there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 1y 1y End diagonals are stability and must be dupl cateii both ends of the truss system. Frame 5 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand cause collapse it there is no diago- nal bracing. Diagonal bracing ahould be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. End diagonals are essential fo"! stability and must be duplicated both ends of the truss system. 3 2 e s) Continuous Top Chord Lateral Brace Required Continuous Top Chord Lateral Brace Required 1. 10' or Greater Attachment Required — Attachment Required — t J / 30" or Y. greater >< 10" or Greater 3 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. • SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professiona engineer D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(in) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) 1/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' DF - Douglas Fir -Larch HF - Hem -Fir Maximum Misplacement Top chords that are laterally braced can buckle togetherand cause collapse if there leno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. MONO TRUSS Diagonal brace also required on end verticals. \, PLUMB SP - Southern Pine SPF - Spruce- Pine -Fir Truss Depth D(In) ±V:' --H Lesser of D /50 or 2" Plumb Line A WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. OUT -OF -PLUMB INSTALLATION TOLERANCES. A WARNING: Do not cut trusses. Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required INSTALLATION TOLERANCES 1 T ±y; 1 T ±1/:' 12 — �3 or / greater NN , N Frame 6 1 L(in) ............ ........ Length L(in) i Lesser of L/200 or Z' t OUT -OF -PLANE INSTALLATION TOLERANCES. All lateral braces lapped at least 2 trusses. L(In) BOW Lesser of 0200 or 2" A DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. METRO -DADS PRODUCT CONTROL NOTICE: OF ACCEPTANCE United Steel Products, Inc. 703 Rogers Drive Montgomery Acceptance No.:97- 1215.07 Expires: 06 /04/01 Approved: 06/04/98 MN 56069 METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 PRODUCT CONTROL. DIVISION (305) 375 -2902 FAX (305) 372 -6339 Your application for Product Approval of: Face Mount Joist Hangers under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by: applicant, along with United Steel Products Inc. drawing # MDADE -1, sheet 1 of 1, dated 04/17/9, signed and sealed by T.A. Kolden PE. has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or raterial at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, the Code Compliance Office may revoke, modify, or suspend the use of such product or material immediately. The applicant shall re- evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Raul Roddiguez Product Control Supervisor THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDIING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. Director Building Code Compliance Dept. Metropolitan Dade County 0 Internet mail addres postmaster @buildingcodeonIine.com ® Homepage: httpJlwww .buildingcodeonline.com United Steel Products. Inc. ACCEPTANCE NO: 97- 1215.07 APPROVED : JUN 0 4 1996 EXPIRES : JUN 0 4 2001. NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This approves Unites Steel Products Joist Hangers Series HJC, JUS, SKH and JL as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code, 1994 Edition for Miami - Dade County for the locations where the actual load as determined by S.F.B.C. Chapter 23, do not exceed the allowable load indicated in the approved drawing. 2. PRODUCT DESCRIPTION 2.1 The United Steel Products Joist Hangers Series HJC, JUS, SKH and JL shall be constructed in strict compliance with the following documents: Drawing No. MDADE 1, titled "HJC JUS SKH JL face mount hangers ", prepared by United Steel Products Company, dated 04/17/9E, Sheet 1 of 1 bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall herein after be referred to as the Aanroved Drawinas. 3. LIMITATIONS 3.1 Allowable Toads are for Southern Yellow Pine with a specific gravity of 0.55, and moisture content of 19% less. Allowable loads for other species or conditions shall be adjusted accordingly. 3.2 Allowable loads for wind uplift have already been increased by a duration load factor of 33% and no other increase is allowed 3.3 Allowable loads are based on test per ASTM D1761 and calculations per National Design Specification for Wood Construction 1991 Edition. 4. INSTALLATIONS 4.1 The Joist Hangers shall be installed in strict compliance with the approved Drawing 5. LABELING 5.1 Each Joist Hanger shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the joist hangers selected for the proposed installation 6.1.3 Any other document required by the Building Official or the S.F. order to properly evaluate the installation of the joist hanger. Candid() Font, PE, Sr. Product Control Examiner Product Control Division -2- United Steel Products. Inc. ACCEPTANCE NO.: 97- 1215.87 APPROVED : JON 0 4 1998 EXPIRES : JUN 0 4 2001 - NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall Ibe considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; e) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami- Dade_County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE PRODUCT CODE STEEL GAUGE FASTENER SCHEDULE DIMENSIONS (b) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) V D 14 0 A HEAOLR JOIST 18 DOWN UPLIFT JLi_'4 20 1 1 9/16 9/16 — 4 3 3/4 1 1/2 1 1/2 15/16 (4) 10d C2) 8d x 1 1/2 490 ._ 1/A JL26 20 15/16 (6) l0d (4) 8d x 1 1/2 6/0 N/A JL28 20 1 9/16 6 3/8 1 1/2 15/16 (10) 10d (6) 8d x 1 1/2 1120 750 J1.210 20 1 9/16 8 1/4 1 1/2 15/16 C14) 10d (8) 8d x 1 V2 1560 995 4262 18 3 1/16 5 2 1 1/4 (0) Ibd (4) 8d 1073 1/11 .1.282 18 3 1/16 7 2 1 1/4 (12) 16d (6) 8d 1610 800 .1 10 3 1/16 8 8 1 1/0 C14) 16d CB) 80 1080 1070 STEEL GAUGE DIMENSIONS On.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W V M D A HEADER J0ISf DOWN UPLIFT 18 1 9/16 3 1/8 1 3/4 1 C4) 10d (2) 10d 645 N/A 18 1 9/16 4 13/16 1 3/4 1 (4) 10d (4) 10d 840 860 18 1 9/16 6 11/16 1 3/4 1 (6) 10d (4) IOd 1065 860 18 1 9/16 7 13/16 1 3/4 1 (8) 10d (4) 10d 1290 660 PRODUCT CODE STEEL GAUGE DIMENSIONS Ch.) FASTENER SCUL EOE ALLOWABLE LOADS (lbs.) V H D A HEADER JOIST DOWN UPLIFT SKH26 16 1 9/16 5 ` 1/4 17/8 1 3/16 (6) 16d (6) 10d x 1 1/2 805 N/A PRODUCT CODE STEEL GAUGE DIMENSIONS Ch.) FASTENER SO EDLLE ALLOWABLE LOADS (lbs.) V 14 D A HEADER JOIST DOWN UPLIFT — HJC26 12 5 7/8 5 3/8 3 1/4 13/4 (16) 16d (12) 10d 2245 1550 2015 HJC: f 12 5 7/8 6 3/4 3 1/4 1 3/4 (20) I6d (14) 10d 2005 IYPICAL HJC INSTALLATION TYPICAL JUS INSTALLATION TYPICAL SK126L INSTALLATION TYPICAL. JL16 -2 INSTALLATION SKH26L .1115 JL26 2 1 • 1 Published load is far total of hip at 15 degrees and Jack at 90 degrees combined. 2 illninun header thldknevs shell be 2 Inches for 16d nulls. 3 Allowable DOWN toad listed Is of 100X Duration of Load. PRODUCT CODE JUS24 JUS26 JUS28 JUS210 I Specified joist nails shall be Installed at 30 to 45 degrees horizontally such that they penetrate through the end of the Joist and Into the header. 2 Minimum header thickness shod by 1 3/4 Inches fur 10d nails. 3 Allowoble 0014N load listed Is at 100X Duration of Luad. 4 Uplift Loads listed as N/A had uplift capadty loss than the req.Jred 700 pounds. 1 !liter Cut required on end of Joist to. achieve allowable loads. 2 Minlmun header thickness shot be 2 inches for 16d nails. 3 Allowable DOWN load listed Is at 1003 Duration of Loud 4 Uplift Loads listed as N/A had uplift capadty less than the required 700 pounds. 1 Mlnlnun header thickness shol be 1 3/1 inches for l0d nags and 2 inches for 16d nags. 2 Allowable DOWN load listed iv at 100) Duration of Load. 3 Uplift Loads listed as 1/01 had uplift capacity less than the required 700 pounds. ND1ES: 1 Steel shall conform to ASTM A653 SO Grade 33 with a min- imum gotvanized coating of G60. 2 Specified nails are common wire nails. MONID AS OfL7100 11111 M 53119 11011101.1111111)11111 t s a tLSLI�- t� P4801111 COMA 0Iv.s: i alAM MOE 1101511 ss Meows UNITED STEEL PRODUCTS COMPANY )01 Il= BDY1. LOOT( T.111 now min . HJC JUS SKH FACE MOUNT HANGERS OR 1IY aTC. TAX 6/1/98 1 I 0 !4 5 Ulf CRW!.!!eL n lanbat • A at K t as • al KC Stli■ -Sr IOB.OD1 DORM (CrvA) DVG h0 Qr MDADE 1 _ .1 -1 GRADE OF LUMBER 18 PSF SOFFIT 2 PSF SOFFIT . 2X4 2X6 2X4 2X6 . No.2N0 19 SP 2 -8 -3 3-18 -11 2-8-3 1 - 2 - 9 No.2 19 SP 2 -9-15 4 -8-11 2 -10-0 4 -4-11 No.20 19 SP 3 -0 -2 4 - 7 3 -Q-Q 4 -8 -12 • No.1ND 19 SP 3 -0 -2 4-5-8 3 - 0 .0 i 4;- 6 >1,1.. No.1 19 SP 3 -1 -11 4-7 -15 3-0-0 4- 943', No.1D 19 SP 3 -3-0 4-9 -10 3 -1 -8 'A•t071V NOSS 19 SP 3 - 2 - 4 5 3.0.0 4-4.-0 SS 19 SP 34 54 $ - 1.6. 4.404.6' i5 - OSS 19 SP 3- 3-II 5 3.2 -15 4-i 15 • MINIMUM GRADE OF LUMBER VUL <L1240 T.C. 2X4 Not2ND 19 SP TPI-95 Crit. B.C. 2X4 No 2NO 19 SP SF6C 95 Webs 2X4 No.3 19 SP LOADING L (PSF) TOP 30 15 BOTTOM 0 JO SPACING: 24 IncH O.C. OVERHANG WITHOUT RETURN MAXIMUM OVERHANGS. STR. INCR. t 33 X DRAWN BY t U.A. CHECKED BY t JAI REP. STRESS YES A4 • c f. OPTIONAL N RETURN (ASCE -7 /93 , 110 MPI4 WINO G15 CAT G,1 PtitTOPC14. 061DL ,33y. D 00 0 0 o c 3 MiTek Industries Inc. OVERHANG WITH RETURN PAPAIIED BY OFFICE It 6.m LEDGER BOLTED TO THE TIE BEAM (BY BLOB) (MAY 0E OMITT'EO FOR 0.1a. It 4 ) STATED 14 ti►N eta ,F�cO �G Approved for ' ryes Inc. •••r • uu• MI"n G v aiv Rev. 4134% Jai (foe ) REV 4743/96 JAI 6ksoc7/93,mr95; TOP CHORD CONNECTION: 7'0• JACKS - 4,10 -D NAILS 5'0' JACKS - 4,8 -0 NAILS 2 3'0' 8 1'0' JACKS ' 2,3-0 NAILS ---� 12 MIN. P - 2.5 r MAX.P -6.5 3X4 2x6 STD. I€EL HT. MAX 3r MAX OVERHANG VARIES , LOADING L (PSF) TOP 30 15 BOTTOM 0 10 SPACING : 24' O.C. BOTTOM CHORD CONNECTION: 2,8 -0 NAILS 3X4 COMMON JACKS REACTION - SIZE 1 - -990 35 2--306 1.5 3 - -397 15 16.97 P 4-11 -6 STR. INCR.: 33 7. DRAWN SY : TAN CHECKED BY : JAI REP. STRESS: NO 7'0" CORNER SET 4,x4 MINIMUM GRADE OF LUMBER T.C. 2X4 No.2 19 SP TPI-93 CrIt.' B.C. 2X4 No.2 19 SP S�gC-95 Webs 2X4 No.3 19 SP 3 9 -10 -12 CORNER JACK NOTE: THIS DESIGN HAS BEEN C''ECKED FOR 100 MPH WIND LOAD. WALL HT 10 FT MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS: 940 LDS AT COMMON JACKS II 00 LOS AT CORNER JACK. 3G' me.. M,ITek Industries Inc. 7 - 1 CORNER JACK OPTIONAL VERT. 4 -11 -6 C O 00 0 0 COMMON JACK (TYP) --` PARTIAL ROOF LAYOUT 2X3 3X4 3 1 Approved fo JACKS 11 PREPARED BT MIAMI OFFICE „a— DOUBLE BEVEL CUT AT THE END OF TOP AND BOTTOM CHORDS. 4 4,16 -D NAILS SUPPORT1Nn TRUSSES VALLEY TRUSSES LOADING L (PS) TOP 30 45 BOTTOM 0 10 SPACING:24 In O.C. - STANDARD RO" F VALLEY DETAIL PARTIAL ROOF LAYOUT Supporting Truss MINIMUM GRADE OF LUMBER T.C. 2x4 No. 2ND 19 SP B.C. 2X4 No. 2ND 19 SP Webs 2X4 No. 3 19 SP 12 � pitch 4 to 7 TPI -92 Crit. SSBC -91 Revised: 7/7/94 • VALLEY AREA Valley trusses: at 2' -0" o.c. max. 6" wedge noiled to truss w /2 -8d toe nails or bevel cut bottom chord of valley truss. STR. INCR.: 33% DRAWN BY: P.G. CHECKED BY: J.A.I. REP. STRESS:YES MiTek Industries 2x3 (typ) Strop ® 48" o.c. see note (c) below 3 Inc. See note 5x6 spl. (typ) • 4x4 3x6 spl. (typ) Supporting trusses of 2' -0" o.c. max NOTES: (a) Provide continuous bracing on verticals over 6' -3 ". Connect bracing to verticals w /2 -8d nails and bracing must be tied to a fixed point at each end. (b) Max. spacing for vertical studs= 8' -0" On trusses with spans over 24' -0" the vertical should be spaced at 6' -0" o.c. max. (c) Conn. for wind uplift w/ min. 1 1/4 ", 16 ga. twist strap at 4' -0" intervals w /4, 10d nails each side of strap. Max 100 mph wind speed, 15' - max wall height. Note: Plywood sheathing may be extended below valley trusses. Provide opening for straps to connect to trusses below. PREPARE.) BY UAW OFFICE. • Approved for MiTek Industries Inc. S- VA. -AD:t