HomeMy WebLinkAboutTruss Drawing 2 Job Truss 7FIat
pe MY PlyXCAS5512CB FG05 rder 12
A0083526
Job Reference o tional
` Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:16 2017 Page 2
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-?M PeiLflhxlxmultHCrY7E5VRnzR31?litCgKyiK4r
LOAD CASE(S)
Standard Standard Standard
6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Concentrated Loads(lb) Vert:5=-147 7=-343(F)4=-61 12=-123 13=-123
Increase=1.60,Plate Increase=1.60 Vert:5=210 7=147(F)4=15 12=94 13=94 14=122 14=-69 il
Uniform Loads(plf) 17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS 26)Reversal Dead+0.6 MWFRS Wind(Pos.Internal)
Vert:1-11=23,5-11=-117,6-10=-20 Wind(Neg.Int)1st Parallel):Lumber 4th Parallel:Lumber Increase=1.60,Plate
Horz:1-10=62,5-6=21 Increase=1.60,Plate Increase=1.60 Increase=1.60
Concentrated Loads(lb) Uniform Loads(plf) Uniform a*ds(plf)
Vert:5=281 7=293(F)4=20 12=127 13=127 14=172 Vert:1-11=-52,5-11=-192,6-10=-20 Vert:1-11=79,5-11=-61,6-10=10
7)Dead+0.6 MWFRS Wind(Neg.Internal)Right: Horz:1-10=42,5-6=13 Horz:140=44,5-6=-31
Lumber Increase=1.60,Plate Increase=1.60 Concentrated Loads(lb) Concentrated Loads(lb)
Uniform Loads(plf) Vert:5=210 7=147(F)4=15 12=94 13=94 14=122 Vert:5=-147 7=-343(F)4=-61 12=-123 13=-123
Vert:1-11=23,5-11=-117,6-10=-20 - 18)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS 14=-69
Horz:1-10=-21,5-6=-62 Wind(Neg.Int)2nd Parallel):Lumber 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
Concentrated Loads(lb) Increase=1.60,Plate Increase=1.60 1st Parallel:Lumber Increase=1.60,Plate
Vert:5=281 7=293(F)4=20 12=127 13=127 14=172 Uniform Loads(plf) Increase=1.60
8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel: Vert:1-11=-52,5-11=-192,6-10=20 Uniform Loads(plf)
Lumber Increase=1.60,Plate Increase=1.60 Horz:1-10=<13,5-6=-42 Vert.1-11=231 5-11=-117,6-10=-20
Uniform Loads(plf) Concentrated Loads(lb) Horz:1-10=56,5-6=18
Vert:1-11=79,5-11=-61,6-10=-10 Vert:5=210 7=147(F)4=15 12=94 13=94 14=122 Concentrated Loads(lb)
Horz:1-10=31,5-6=44 19)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Vert:5=109 7=335(F)4=-16 12=-78 13=-78
Concentrated Loads(lb) Left:Lumber Increase=1.60,Plate Increase=1.60 14=-55
Vert:5=243 7=285(F)4=-11 12=82 13=82 14=158 Uniform Loads(plf) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel: Vert:1-11=79,5-11=-61,6-10=-10 2nd Parallel:Lumber Increase=1.60,Plate
Lumber Increase=1.60,Plate Increase=1.60 Horz:1-10=36,5-6=47 Increase;=1.60
Uniform Loads(plf) Concentrated Loads(lb) Uniform Loads(plf)
Vert:1-11=79,5-11=-61,6-10=-10 Vert:5=-147 7=-343(F)4=-61 12=123 13=123 Vert:1-111=23,5-11=-117,6-10=-20
Horz:1-10=44,5-6=-31 14=-69 Horz:1-10=-18,5-6=-56
Internal)Loads(lb) 20)Reversal:Dead+0.6 MWFRS Wind(Pos.Inteal) Concentrated Loads(lb)
Vert:5=243 7=285(F)4=-11 12=82 13=82 14=158 Right:Lumber Increase=1.60,Plate Increase=1.60 Vert:5=-'109 7=-335(F)4=-16 12=-78 13=-78
10)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Uniform Loads(plf) 14=-55
Parallel:Lumber Increase=1.60,Plate Increase=1.60 Vert:1-11=79,5-11=-61,6-10=10 29)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Uniform Loads(plf) Horz:1-10=-47,5-6=-36 MWFRSI Wind(Neg.Int)Left):Lumber
Vert:1-11=79,5-11=-61,6-10=-10 Concentrated Loads(lb) Increase=1.60,Plate Increase=1.60
Horz:1-10=31,5-6=44 Vert:5=-147 7=-343(F)4=-61 12-123 13=-123 Uniform Loads(plf)
Concentrated Loads(lb) 14=-69 Vert:1-111=-52,5-11=192,6-10=-20
Vert:5=243 7=285(F)4=-11 12=82 13=82 14=158 21)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal) Horz:1-10=47,5-6=16
11)Dead+0.6 MWFRS Wind(Pos.Internal)4th Left:Lumber Increase=1.60,Plate Increase=1.60 Concentrated Loads(lb)
Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:5='1163 7=-474(F)4=-16 12=-96 13=-96
Uniform Loads(plf) Vert:1-11=23,5-11=-117,6-10=20 14=-120I
Vert:1-11=79,5-11=-61,6-10=-10 Horz:1-10=62,5-6=21 30)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Horz:1-10=44,5-6=-31 Concentrated Loads(lb) MWFRS1 Wind(Neg.Int)Right):Lumber
Concentrated Loads(lb) Vert:5=-109 7=-335(F)4=-16 12=-78 13=778 Increase=1.60,Plate Increase=1.60
Vert:5=243 7=285(F)4=-11 12=82 13=82 14=158 14=-55 Uniform Loads(plf)
12)Dead+0.6 MWFRS Wind(Neg.Internal)1st 22)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal) Vert:1-1I1=-52,5-11=-192,6-10=-20
Parallel:Lumber Increase=1.60,Plate Increase=1.60 Right:Lumber Increase=1.60,Plate Increase=1.60 Horz:1-10=-16,5-6=47
Uniform Loads(plf) Uniform Loads(pig Concentrated Loads(lb)
Vert:1-11=23,5-11=-117,6-10=-20 Vert:1-11=23,5-11=-117,6-10=20 Vert:5='163 7=474(F)4=16 12=-96 13=-96
Horz:1-10=56,5-6=18 Horz:1-10=-21,5-6=-62 14=-120�
Concentrated Loads(lb) Concentrated Loads(lb) ! 31)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Vert:5=281 7=293(F)4=20 12=127 13=127 14=172 Vert:5=-109 7=-335(F)4=-16 12=-78 13=-78 MWFRS Wind(Neg.Int)1st Parallel):Lumber
• 13)Dead+0.6 MWFRS Wind(Neg.Internal)2nd 14=-55 Increase=1.60,Plate Increase=1.60
Parallel:Lumber Increase=1.60,Plate Increase=1.60 23)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Uniform(Loads(pig
Uniform Loads(plf) 1st Parallel:Lumber Increase=1.60,Plate Vert:1-11=-52,5-11=-192,6-10=-20
Vert:1-11=23,5-11=-117,6-10=-20 Increase=1.60 Horz:1=10=42,5-6=13
Horz:1-10=-18,5-6=-56 Uniform Loads(plf) Concentrated Loads(lb)
Concentrated Loads(lb) Vert:1-11=79,5-11=-61,6-10=-10 Vert:5=1163 7=-474(F)4=-16 12=-96 13=-96
Vert:5=281 7=293(F)4=20 12=127 13=127 14=172 Harz:1-10=31,5-6=44 14=-120
14)Dead:Lumber Increase=0.90,Plate Increase=0.90 Concentrated Loads(lb) 32)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Pit.metal=0.90 Vert:5=-147 7=-343(F)4=-61 12=-123 13=-123 MWFRS Wind(Neg.Int)2nd Parallel):Lumber
Uniform Loads(plf) 14=-69 Increase=1.60,Plate Increase=1.60
Vert:1-11=40,5-11=-180,6-10=-20 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Uniformll-oads(plf)
Concentrated Loads(lb) 2nd Parallel:Lumber Increase=1.60,Plate Vert:1-11=-52,5-11=-192,6-10=-20
Vert:5=-91 7=431(F)4=-16 12=78 13=-78 14=-94 Increase=1.60 Horz:1 J110=-131 5-6=-42
15)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(plf) Concentrated Loads(lb)
Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Vert:1-11=79,5-11=-61,6-10=-10 Vert:5=,L 163 7=-474(F)4=-16 12=-96 13=-96
Increase=1.60 Horz:1-10=-44,5-6=-31 14=-120
Uniform Loads(plf) Concentrated Loads(lb)
Vert:1-11=-52,5-11=-192,6-10=-20 Vert:5=-1477=-343(F)4=-61 12=-123 13=-123
Horz:1-10=47,5-6=16 14=-69
Concentrated Loads(lb) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Vert:5=210 7=147(F)4=15 12=94 13=94 14=122 3rd Parallel:Lumber Increase=1.60,Plate
16)Dead+0.75 Roof Live(be[.)+0.75(0.6 MWFRS Increase=1.60
Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Uniform Loads(plf)
Increase=1.60 Vert:1-11=79,5-11=-61,6-10=-10
Uniform Loads(plf) Horz:1-10=31,5-6=44
Vert:1-11=-52,5-11=-192,6-10=-20 Concentrated Loads(lb)
Horz:1-10=-16,5-6=-47
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Job Truss Truss Type Qty ply
XCAS5512CB FG06 Flat Girder 1 2
AOO83527
Joh Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:16 2017 Page 1
-8-14
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1
1-8-14 .
1 3x4= 2
T1 II
LV
W1 ' "\ W1 � .
\2
-._.._..........
3
1.5x4 II
4 3x4=
1-8-14
1-8-14
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 Matrix-MP Weight:21 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 7)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the Standard
Loads(plf)
TOP CHORD bottom chord and any other members. Vert:Uniform
Loads
(plf) 0
Structural wood sheathingdirect) applied or 1-8-14 oc 8)Refer to girder(s)for truss to truss connections.
y pp p 9)Provide mechanical connection(by others)of truss Concentrated Loads(lb)
BOT CT except end verticals. Vert:2=348HORD to bearing plate capable of withstanding 277 lb uplift at 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:
Rigid ceiling directly applied or 10-0-0 oc bracing. Joint 3. Lumber Increase=1.60,Plate Increase=1.60
10)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13, Uniform Loads(plf)
14,15,16,17,18,19,20,21,22,23,24,25,26,27,
REACTIONS. (lb/size) 28,29,30,31,32 has/have been modified.Building Vert:Concentrated
3 Loads
(lb)
4 = 167/Mechanical 9 Concentrated Loads(Ib)
3 = 714/Mechanical designer must review loads to verify that they are Vert:2=368
Max Uplift correct for the intended use of this truss.
p 3 -277(LC 4) 11)Hanger(s)or other connection device(s)shall be 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:
=
Max Grav provided sufficient to support concentrated load Lumber Increase=1.60,Plate Increase=1.60s)548 Uniform Loads(plf)
lb down and 368 lb up at 1-7-2 on top chord. The
4 = 167(LC 1) design/selection of such connection device(s)is the Vert:1-2=-134,3 4=-20
3 = 714(LC 1) responsibility of others. Concentrated Loads(lb)
Vert:2=368
FORCES. (lb) 8)Dead+0.6 MWFRS Wind(Pas.Internal)1st
Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S) Parallel:Lumber Increase=1.60,Plate
when shown. Standard Increase=1.60
TOP CHORD 1)Dead+Roof Live(balanced):Lumber Increase=1.25 Uniform Loads(plf) -
2-3=-700/284 Plate Increase=1.25 Vert:1-2=-88,3-4=-10
NOTES- Uniform Loads(plf) Concentrated Loads(lb)
Vert:1-2=-210,3-4=-20 Vert:2=348
1)2-ply truss to be connected together with 10d Concentrated Leads(lb)
9)Dead+0.6 MWFRS Wind(Pas.Internal)2nd
(0.131"x3-)nails as follows: Vert:2=-548 Parallel:Lumber Increase=1.60,Plate -
Top chords connected as follows:2x4-1 row at 0-9-0 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.60
oc. Increase=1.25,Plate Increase=1.25 Uniform Loads(plf)
Bottom chords connected as follows:2x4-1 row at Uniform Loads(plf) Vert:1-2=-88,34=-10
Web oc. Vert:1-2=-200,3-4=-20 Concentrated Loads(lb)
Webs connected as follows:2x4-1 row at 0-9-0 oc. Vert:2=348
2 All loads are considered equally applied to all lies, Concentrated Loads(lb)
q Y pp p Vert:2=488 10)Dead+0.6 MWFRS Wind(Pas.Internal)3rd
except if noted as front(F)or back(B)face in the LOAD 3)Dead+Uninhabitable Attic Without Storage:Lumber Parallel:Lumber Increase=1.60,Plate
CASE(S)section.Ply to ply connections have been Increase=1.25,Plate Increase=1.25 Increase=1.60
provided to distribute onlyloads noted as F or B, U( ) ( ) Uniform Loads I
unless otherwise indicated. Uniform Loads(plf) _ (p�
Vert:1-2=-88,3-4=-10
Vert:1-2=170 3-4=-40
3)Wind:ASCE 7-10;Vult=170mph(3-second gust) Concentrated Loads(lb)
Concentrated Loads(lb)
Vasd=132mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft; Vert:2=348
Cat.II;Ex C;Encl.,GC i=0.18;MWFRS(envelope)- Vert:2=-440
p p 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left: 11)Dead+0.6 MWFRS Wind(Pas.Internal)4th
cantilever left and right exposed;Lumber DOL=1.60 Lumber IncreaseRS W Plate Increaseal)Le Parallel:Lumber Increase=1.60,Plate
plate grip DOL=1.60 60
Uniform Loads(P fl
I Increase=1.60
4 adequate Provide ode drainage
q r lase to prevent water ponding. Vert:1-2=-88,3-4=-10 Uniform Loads(plf)
5)Plates checked for a plus or minus 0 degree rotation Concentrated Loads(Ib) Vert:1-2=-88,3-4=-10
about its center. Vert:2=348 Concentrated Loads(lb)
6)This truss has been designed fora 10.0 r live
bottom 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right: Vert:2=348
�`ontinued Jon page 2 ncurrent with any other live loads. Lumber Increase=1.60,Plate Increase=1.60
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Job Truss Truss Type Qly piy
XCAS5512CB FG06 Flat Girder 1 A0083527
2 Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:16 2017 Page 2
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-? PeiLflhxlxmultHCrY7EHORvCRHX?IilCgKyiK4r
LOAD CASE(S)
Standard Standard
12)Dead+0.6 MWFRS Wind(Neg.Internal)1st Vert:2=-200
Parallel:Lumber Increase=1.60,Plate Increase=1.60 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Uniform Loads(pig 2nd Parallel:Lumber Increase=1.60,Plate
Vert:1-2=-134,34=-20 Increase=1.60 i
Concentrated Loads(lb) Uniform Loads(plf)
Vert:2=368 Vert:1-2=-88,34=-10
13)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Concentrated Loads(lb)
Parallel:Lumber Increase=1.60,Plate Increase=1.60 Vert:2=-200
Uniform Loads(pig 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Vert:1-2=-134,34=-20 3rd Parallel:Lumber Increase=1.60,Plate
Concentrated Loads(lb) Increase=1.60
Vert:2=368 Uniform Loads(plt)
14)Dead:Lumber Increase=0.90,Plate Increase=0.90 Vert:1-2=-88,3-4=-10
Pit.metal=0.90 Concentrated Loads(lb)
Uniform Loads(pig Vert:2=-200
Vert:1-2=-170,34=-20 26)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Concentrated Loads(lb) 4th Parallel:Lumber Increase=1.60,Plate
Vert:2=-309 Increase=1.60
15)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(pig
Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Vert:1-2=-88,3-4=-10
Increase=1.60 Concentrated Loads(lb)
Uniform Loads(pif) Vert:2=-200
Vert:1-2=173,34=-20 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
Concentrated Loads(lb) 1st Parallel:Lumber Increase=1.60,Plate
Vert:2=247 Increase=1.60
16)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(pin
Wind(Neg.Ing Right):Lumber Increase=1.60,Plate Vert:1-2=134,34=-20
Increase=1.60 Concentrated Loads(lb)
Uniform Loads(pig Vert:2=-179
Vert:1-2=-173,3-4=-20 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
Concentrated Loads(lb) 2nd Parallel:Lumber Increase=1.60,Plate
Vert:2=247 Increase=1.60
17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(pig
Wind(Neg.Ing 1st Parallel):Lumber Increase=1.60, Vert:1-2=134,34=-20
Plate Increase=1.60 Concentrated Loads(lb)
Uniform Loads(pig Vert:2=-179
Vert:1-2=-173,3-4=-20 29)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Concentrated Loads(lb) MWFRS Wind(Neg.Ing Left):Lumber
Vert:2=247 Increase=1.60,Plate Increase=1.60
18)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(pig
Wind(Neg.Ing 2nd Parallel):Lumber Increase=1.60, Vert:1-2=-173,34=-20 l
Plate Increase=1.60 Concentrated Loads(lb)
Uniform Loads(pif) Vert:2=-343
Vert:1-2=-173,34=-20 30)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Concentrated Loads(lb) MWFRS Wind(Neg.Int)Right):Lumber
Vert:2=247 Increase=1.60,Plate Increase=1.60
19)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Uniform Loads(pig
Left:Lumber Increase=1.60,Plate Increase=1.60 Vert:1-2=-173,34=-20
Uniform Loads(pig Concentrated Loads(lb)
Vert:1-2=-88,34=-10 Vert:2=343
Concentrated Loads(lb) 31)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Vert:2=-200 MWFRS Wind(Neg.Int)1st Parallel):Lumber
20)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Increase=1.60,Plate Increase=1.60
Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig
Uniform Loads(plf) Vert:1-2=-173,34=-20
Vert:1-2=-88,3-4=-10 Concentrated Loads(lb) j
Concentrated Loads(lb) Vert:2=-343
Vert:2=-200 32)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
21)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal) MWFRS Wind(Neg.Int)2nd Parallel):Lumber
Left:Lumber Increase=1.60,Plate Increase=1.60 Increase=1.60,Plate Increase=1.60
Uniform Loads(pig Uniform Loads(pin
Vert:1-2=-134,34=-20 Vert:1-2=173,34=-20
Concentrated Loads(Ib) Concentrated Loads(lb)
Vert:2=-179 Vert:2=-343 I
22)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
Right:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(pig
Vert:1-2=-134,34=-20
Concentrated Loads(lb)
Vert:2=179
23)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
1st Parallel:Lumber Increase=1.60,Plate
Increase=1.60
Uniform Loads(pig
Vert:1-2=-88,34=-10
Concentrated Loads(lb)
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Truss Truss Type qty Ply '
AS5512CB FG07 GABLE 1 A0083528
3 Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:17 2017 Page 1
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1 4-0 4-11-11 8-9-6 12-7-2 16-4-13 20-0-8 21-4-8
1-4-0 3-7-11 3-9-11 3-9-11 3-9-11 3-7-11 1-4-0
3x6 II
Dead Load DeFl.=3/16 in
x6 3x12= 6x6= 3x12- 3x6 11 7x =
2 3 4 5 6 7
IJ
T
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T \STI I
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S 1.5x 1.S
t
.- 11 J IJx4----= -d
ME
3x8 ; 802= 14 13 12 11 8x12'- 4x8 II
16 15 3x6= 7x8= 10 9
14-0 4-11-11 i 8-9-6 12-7-2 16-4-13 20-0-8 21-4-8
1 4-0 3-7-11 3-9-11 3-9-11 3-9-11 3-7-11
Plate Offsets(X,Y)- [1:0-3-0,0-4-0),[4:0-3-0,04-8),[8:0-2-12,044] [9:0-4-12 0-1-4) [10:0-6-0 0-4-121 [12:0-3-12 0-4-8) [13:0-2-0 0-1-8) 115:0-6-0 0-4-12) [16.04112 0-0-4)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.13 12-13 >999 360 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.28 12-13 >805 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.06 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:548lb FT=0%
LUMBER-
TOP CHORD 2x6 SPx6 SP 240OF 2.O 9)This truss has been designed for a 10.0 psf bottom
T2:2x6 SP 2400E 2.0E BOT CHORD
BOT CHORD 2x6 SP 2400E 2.0E 15-16=443/279,14-15=-2248/8005, chord live load nonconcurrent with any other liveloads.
WEBS 2x4 SP No.3`Except' 13-14=-2248/8005,12-13=-4090/14907, lad This truss has been designed for a live load of
W1:2x6 SP No.2,W3:2x8 SP No.2 11-12=-2335/8472,10-11=-2335/8472, 10)*T is the bottom chord in all areas where a
W4,W6:2x4 SP No.2 WEBS9-10= rectangle rectangle 3-6-0 tall by 2-0-0 wide will fit between the
OTHERS 2x4 SP No.3 WEBS
BRACING- 1-15=-630511787,2-15=4690/1308, bottom chord and any other members. _
TOP CHORD 3-15=-13338/3622,3-14=-716/237, 11)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 6-0-0 oc 3-13=-2170/7984,4-13=-423711050, to bearing plate capable of withstanding 9728 lb uplift
purlins, except end verticals. 5-12=4223/1033,6-1 2=-21 2 5178 3 3, at joint 16,10372 lb uplift at joint 9,5872 lb uplift at
BOT CHORD 6-11=-753/249,6-10=-14038/3810, joint 15 and 5955 lb uplift at joint 10.
Rigid ceiling directly applied or 10-0-0 oc bracing, 7-10=4939/1244,8-10=-6509/1792 12)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,E
14,15,16,17,18,19,20,21,22,23,24,25,26,27,
Except: 1" nails as follows: 28,29,30,31,32 has/have been modified.Building
6-0-0 oc bracing:15-16,9-10. NOTES- designer must review loads to verify that they are
T1)op c 13 truss to be connected together with 10d correct for the intended use of this truss.
REACTIONS.All bearings 1-3 4. 13)This truss has large uplift reaction(s)from gravity
(lb)-Max Horz Top choordsrris connected as follows:2x6-2 rows load case(s).Proper connection is required to secure
Max Uplift
4) staggered r 0-9-0 oc. truss against upward movement at the bearings.
Max Uplift Bottom chords connected as follows:2x6-2 rows
All uplift 100 lb or less at joint Building designer must provide for uplift reactionss) staggered at 0-9-0 oc. indicated.
except 16=-9728(LC 1),9=-10372(LC 1), Webs connected as follows:2x4-1 now at 0-9-0 oc, 14)Hanger(s)or other connection device(s)shall be '
15=-5872(LC 5),10=-5955(LC 5) 2x8-2 rows staggered at 0-9-0 oc.
Max Grav 2)All loads are considered equally applied to all plies, provided sufficient to support concentrated load(s)204
All reactions 250 lb or less at joint(s) except if noted as front(F)or back(B)face in the lb down and 272 lb up at 0-2-12,199 lb down and 169
except 16=2631(LC 5),9=2722(LC 5), LOAD CASE(S)section.Ply to ply connections have lb up at 1-0-0,1550 lb down and 731 lb up at 2-0-12,
15=21074(LC 1),10=22033(LC 1) been provided to distribute only loads noted as(F)or 1636 lb down and 706 lb up at 4-0-12,1640 Ito down
(B),unless otherwise indicated. and 704 lb up at 6-0-12,1644 lb down and 702 lb up
FORCES. (lb) 3)Wind:ASCE 7-10;Vult=170mph(3-second gust) at 8-0-12,1636 lb down and 706 lb up at 10-0-12,
Max.Comp./Max.Ten.-All forces 250(lb)or less except Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft; 1662 lb down and 708 lb up at 12-0-12,1636 lb down
when shown. Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and 653 lb up at 13-8-12,1636 lb down and 675 lb up
TOP CHORD gable end zone;cantilever left and right exposed;end at 15-8-12,1636 lb down and 686 lb up at 16-10-8,
1-16=-1966/7465,1-30=-833/2963, vertical left and right exposed;porch left and right 1633 lb down and 667 lb up at 18-10-8,and 199 lb
2-30=-833/2963,2-31=-833/2963, exposed;Lumber DOL=1.60 plate grip DOL=1.60 down and 172 lb up at 20-4-8,and 239 lb down and
31-32=-833/2963,3-32=-833/2963, 4) Truss designed for wind loads in the plane of the 275 Ito up at 21-1-12 on top chord. The
3-33=-14662/3954,33-34=-14662/3954, truss only. For studs exposed to wind(normal to the design/selection of such connection device(s)is the
4-34=-14662/3954,4-35=-15004/4060, face),see Standard Industry Gable End Details as responsibility of others.
35-36=-15004/4060,5-36=-15004/4060, applicable,or consult qualified building designer as
5-37=-1500414060,37-38=-15004/4060, per ANSI/TPI 1. LOAD CASE(S)
6-38=-15004/4060,6-39=-890/3071, 5)Provide adequate drainage to prevent water Standard
39-40=-890/3071,7-40=-890/3071, ponding. 1)Dead+Roof Live(balanced):Lumber Increase=1.00
7-41=-890/3071,B-41=-890/3071, 6)All plates are 2x4 MT20 unless otherwise indicated. ,Plate In Roof
Live(balanced):
8-9=-2063/8017 7)Plates checked for a plus or minus 0 degree Uniform Loads(plf.
00
BOT CHORD rotation about its center. Vert: m Lo260,9-16=-20
15-16=-443/279,1 4-1 5=-224818 0 0 5, 8)Gable studs spaced at 2-0-0 oc. Concentrated Loads Ib
13-14=-2248/8005,12-13=-4090/14907, ( )
Continued on page 2
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Job Truss Truss Type Qty Ply
A0083528
XCAS5512CB FG07 GABLE 1
3 Job Reference (optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:17 2017 Page 2
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LOAD CASE(S)
Standard Standard Standard
Concentrated Loads(lb) 10)Dead+0.6 MWFRS Wind(Pos.Intemal)3rd Vert:1=203 8=202 30=121 31=472 32=443
Vert:1=-204 8=-239 30=-199 31=-1550 32=-1636 Parallel:Lumber Increase=1.60,Plate 33=441 34=439 35=443 36=442 37=404 38=421
33=-1640 34=-1644 35=-1636 36=1662 37=-1636 Increase=1.60 39=429 40=415 41=1 22
38=-1636 39=-1636 40=-1633 41=-199 Uniform Loads(plf) 18)Dead+(7,.75 Roof Live(bal.)+0.75(0.6 MWFRS
2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab. Vert:1-8=-61,9-16=-10 Wind(Neg.Int)2nd Parallel):Lumber
Attic Storage:Lumber Increase=1.00,Plate Horz:1-16=31,8-9=44 Increases 1.60,Plate Increase=1.60
Increase=1.00 Concentrated Loads(lb) Uniform Loads(plf)
Uniform Loads(plf) Vert:1=232 8=235 30=155 31=675 32=651 Vert:1-8;-192,9-16=-20
Vert:1-8=-240,9-16=-20 33=649 34=647 35=651 36=652 37=597 38=619 Horz:1-16=-13,8-9=-42
Concentrated Loads(lb) 39=631 40=611 41=158 Concentrated Loads(lb)
Vert:1=1 75 8=-208 30=-173 31=-1377 32=-1459 11)Dead+0.6 MWFRS Wind(Pos.Intemal)4th Vert:1=203 8=202 30=121 31=472 32=443
33=-1464 34=-1467 35=-1459 36=-1483 37=-1502 Parallel:Lumber Increase=1.60,Plate 33=441 34=439 35=443 36=442 37=404 38=421
38=-1458 39=-1458 40=-1455 41=-173 Increase=1.60 39=429 40=415 41=122
3)Dead+Uninhabitable Attic Without Storage:Lumber Uniform Loads(plf) 19)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)
Increase=1.25,Plate Increase=1.25 Vert:1-8=-61,9-16=-10 Left:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf) Horz:1-16=44,8-9=-31 Uniform Loads(plf)
Vert:1-8=-180,9-16=40 Concentrated Loads(lb) Vert:1-8,=-61,15-16=-10,10-15=32,9-10=-10
Concentrated Loads(lb) Vert:1=232 8=235 30=155 31=675 32=651 Horz:1-16=36,8-9=47
Vert:1=-117 8=-151 30=-104 31=-1223 32=-1304 33=649 34=647 35=651 36=652 37=597 38=619 Concentrated Loads(lb)
33=-1318 34=-1325 35=-1304 36=-1340 37=-1289 39=631 40=611 41=158 Vert:1=147 8=-173 30=-72 31=-938 32=-822
38=-1289 39=-1289 40=-1295 41=1 04 12)Dead+0.6 MWFRS Wind(Neg.Intemal)1st 33=-833I34=-837 35=-822 36=-845 37=-831
4)Dead+0.6 MWFRS Wind(Pos.Intemal)Left:Lumber Parallel:Lumber Increase=1.60,Plate 38=-814 39=-804 40=-868 41=-69
Increase=1.60,Plate Increase=1.60 Increase=1.60 20)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)
Uniform Loads(pin Uniform Loads(plf) Right:Lumber Increase=1.60,Plate Increase=1.60
Vert:1-8=-61,15-16=-10,10-15=32,9-10=-10 Vert:1-8=-117,9-16=-20 Uniform Loads(plf)
Horz:1-16=36,8-9=47 Horz:1-16=56,8-9=18 Vert:1-87=-61,15-16=-10,10-15=32,9-10=-10
Concentrated Loads(lb) Concentrated Loads(lb) Horz:1-16=-47,8-9=-36
Vert:1=232 8=235 30=155 31=675 32=651 33=649 Vert:1=272 8=275 30=169 31=731 32=706 Concentrated Loads(lb)
34=647 35=651 36=652 37=597 38=619 39=631 33=704 34=702 35=706 36=708 37=653 38=675 Vert:1=j147 8=-173 30=-72 31=938 32=-822
40=611 41=158 39=686 40=667 41=172 33=-833 34=-837 35=-822 36=-845 37=-831
5)Dead+0.6 MWFRS Wind(Pos.Intemal)Right: 13)Dead+0.6 MWFRS Wind(Neg.Intemal)2nd 38=-814 39=-804 40=-868 41=-69
Lumber Increase=1.60,Plate Increase=1.60 Parallel:Lumber Increase=1.60,Plate 21)Reversal:Dead+0.6 MWFRS Wind(Neg.Intemal)
Uniform Loads(pin Increase=1.60 Left:Lumber Increase=1.60,Plate Increase=1.60
Vert:1-8=-61,15-16=-10,10-15=32,9-10=10 Uniform Loads(plf) Uniform'Loads(plf)
Horz:1-16=-47,8-9=-36 Vert:1-8=-117,9-16=-20 Vert:1-5=-117,15-16=-20,10-15=22,9-10=-20
Concentrated Loads(lb) Horz:1-16=-18,8-9=-56 Horz:1-16=62,8-9=21
Vert:1=232 8=235 30=155 31=675 32=651 33=649 Concentrated Loads(lb) Concentrated Loads(lb)
34=647 35=651 36=652 37=597 38=619 39=631 Vert:1=272 8=275 30=169 31=731 32=706 Vert:1=�108 8=-134 30=-57 31=-882 32=-766
40=611 41=158 33=704 34=702 35=706 36=708 37=653 38=675 33=-7781 34=-782 35=-766 36=-789 37=-775
• 6)Dead+0.6 MWFRS Wind(Neg.Intemal)Left:Lumber 39=686 40=667 41=172 38=-758I39=-748 40=-813 41=-55
Increase=1.60,Plate Increase=1.60 14)Dead+Uninhabitable Attic Storage:Lumber 22)Reversal:Dead+0.6 MWFRS Wind(Neg.Intemal)
Uniform Loads(plf) Increase=0.90,Plate Increase=0.90 Pit. Right:Lumber Increase=1.60,Plate Increase=1.60
Vert:1-8=-117,15-16=-20,10-15=22,9-10=-20 metal=0.90 Uniform Loads(plf)
Horz:1-16=62,8-9=21 Uniform Loads(plf) Vert:1-8=-117,15-16=-20,10-15=22,9-10=-20
Concentrated Loads(lb) Vert:1-8=-180,9-16=-20 Horz:1-16=21 8-9=-62
Vert:1=272 8=275 30=169 31=731 32=706 33=704 Concentrated Loads(lb) Concentrated Loads(lb)
34=702 35=706 36=708 37=653 38=675 39=686 Vert:1=-89 8=-116 30=-94 31=-860 32=-928 Vert:1=1 108 8=-134 30=-57 31=-882 32=-766
40=667 41=172 33=-934 34=-937 35=-928 36=-948 37=-981 33=-776 34=-782 35=-766 36=-789 37=-775
7)Dead+0.6 MWFRS Wind(Neg.Intemal)Right: 38=-922 39=-922 40=-922 41=-94 38=-758'39=-748 40=-813 41=-55
Lumber Increase=1.60,Plate Increase=1.60 15)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS 23)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)
Uniform Loads(plf) Wind(Neg.Int)Left):Lumber Increase=1.60,Plate 1st Parallel:Lumber Increase=1.60,Plate
Vert:1-8=-117,15-16=-20,10-15=22,9-10=-20 Increase=1.60 Increase=1.60
Horz:1-16=-21,8-9=-62 Uniform Loads(plf) UniformlLoads(plf)
Concentrated Loads(lb) Vert:1-8=-192,15-16=-20,10-15=12,9-10=-20 Vert:1-8=-61,9-16=-10
Vert:1=272 8=275 30=169 31=731 32=706 33=704 Horz:1-16=47,8-9=16 Horz:12116=31,8-9=44
34=702 35=706 36=708 37=653 38=675 39=686 Concentrated Loads(lb) Concentrated Loads(lb)
40=667 41=172 Vert:1=203 8=202 30=121 31=472 32=443 Vert:14,147 8=-173 30=-72 31=-938 32=-822
8)Dead+0.6 MWFRS Wind(Pos.Intemal)1st Parallel: 33=441 34=439 35=443 36=442 37=404 38=421 33=-833 34=-837 35=822 36=-845 37=-831
Lumber Increase=1.60,Plate Increase=1.60 39=429 40=415 41=122 38=-814 39=-804 40=-868 41=-69
Uniform Loads(plf) 16)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)
Vert:1-8=-61,9-16=-10 Wind(Neg.Int)Right):Lumber Increase=1.60, 2nd Parallel:Lumber Increase=1.60,Plate
Horz:1-16=31,8-9=44 Plate Increase=1.60 Increase=1.60
Concentrated Loads(lb) Uniform Loads(plf) Uniforml Loads(plf)
Vert:1=232 8=235 30=155 31=675 32=651 33=649 Vert:1-8=-192,15-16=-20,10-15=12,9-10=-20 Vert:1-8=-61,9-16=-10
34=647 35=651 36=652 37=597 38=619 39=631 Horz:1-16=-16,8-9=-47 Horz:1 i16=44,8-9=-31
40=611 41=158 Concentrated Loads(lb) Concentrated Loads(lb)
9)Dead+0.6 MWFRS Wind(Pos.Intemal)2nd Parallel: Vert:1=203 8=202 30=121 31=472 32=443 Vert:1 147 8=-173 30=-72 31=-938 32=-822
Lumber Increase=1.60,Plate Increase=1.60 33=441 34=439 35=443 36=442 37=404 38=421 33=-833 34=-837 35=-822 36=-845 37=-831
Uniform Loads(plf) 39=429 40=415 41=122 38=-814 39=804 40=-868 41=-69
Vert:1-8=-61,9-16=-10 17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)
Horz:1-16=-44,8-9=-31 Wind(Neg.Int)1st Parallel):Lumber 3rd Parallel:Lumber Increase=1.60,Plate
Concentrated Loads(lb) Increase=1.60,Plate Increase=1.60 Increase=1.60
Vert:1=232 8=235 30=155 31=675 32=651 33=649 Uniform Loads(plf) Uniform Loads(plf)
34=647 35=651 36=652 37=597 38=619 39=631 Vert:1-8=-192,9-16=-20 Vert:1-8=-61,9-16=-10
40=611 41=158 Horz:1-16=42,8-9=13 Horz:1 16=31,8-9=44
Continued on page 3
Concentrated Loads(lb) Concentrated'� Loads(lb)
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Job Truss Truss Type Oty Ply
XCAS5512CB FG07 GABLE 1 A0083528
3 Job Reference(optional)
Al Roof Trusses,Fort Pierce;FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:17 2017 Page 3
I D:dYwLuKW3 rb WAGKsFh M W afyykfa8-TYzOwhgNS EtoTxTxRJ45Lm Frr7BAY29_McmD myiK4q
LOAD CASE(S)
Standard
Concentrated Loads(lb)
Vert:1=-147 8=-173 30=-72 31=-938 32=-822 _
33=-833 34=-837 35=-822 36=-845 37=-831 38=-814
39=-804 40=-868 41=-69
26)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
4th Parallel:Lumber Increase=1.60,Plate
Increase=1.60
Uniform Loads(plf)
Vert:1-8=-61,9-16=-10
Horz:1-16=44,8-9=-31
Concentrated Loads(lb)
Vert:1=-147 8=-173 30=-72 31=-938 32=-822
33=-833 34=-837 35=-822 36=-845 37=-831 38=-814
39=-804 40=-868 41=-69
27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
1st Parallel:Lumber Increase=1.60,Plate
Increase=1.60
Uniform Loads(plf)
Vert:1-8=-117,9-16=-20
Horz:1-16=56,8-9=18
Concentrated Loads(lb)
Vert:1=-108 8=-134 30=-57 31=-882 32=-766
33=-778 34=-782 35=-766 36=-789 37=-775 38=-758
39=-748 40=-813 41=-55
28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
2nd Parallel:Lumber Increase=1.60,Plate
Increase=1.60
Uniform Loads(pin
Vert:1-8=-117,9-16=-20
Horz:1-16=-18,8-9=-56
Concentrated Loads(lb)
Vert:1=-108 8=-134 30=-57 31=-882 32=-766
33=-778 34=-782 35=-766 36=-789 37=-775 38=-758
39=-748 40=-813 41=-55
29)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60
,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-8=-192,15-16=-20,10-15=12,9-10=-20
Horz:1-16=47,8-9=16
Concentrated Loads(lb)
Vert:1=-160 8=-189 30=-122 31=-1248 32=-1190
33=-1199 34=-1203 35=-1190 36=-1215 37=-1232
38=-1186 39=-1178 40=-1227 41=-120
30)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
MWFRS Wind(Neg.Int)Right):Lumber
Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-8=192,15-16=-20,10-15=12,9-10=-20
Horz:1-16=16,8-9=-47
Concentrated Loads(lb)
Vert:1=-160 8=-189 30=-122 31=-1248 32=-1190
33=-1199 34=-1203 35=-1190 36=-1215 37=-1232
38=-1186 39=-1178 40=-1227 41=-120
31)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
MWFRS Wind(Neg.Int)1st Parallel):Lumber
Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-8=-192,9-16=-20
Horz:1-16=42,8-9=13
Concentrated Loads(lb)
Vert:1=-160 8=-189 30=-122 31=-1248 32=-1190
33=-1199 34=-1203 35=-1190 36=-1215 37=-1232
38=-1186 39=-1178 40=-1227 41=-120
32)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
MWFRS Wind(Neg.Int)2nd Parallel):Lumber
Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-8=192,9-16=-20
Horz:1-16=-13,8-9=42
Concentrated Loads(lb)
Vert:1=-160 8=-189 30=-122 31=-1248 32=-1190
33=-1199 34=-1203 35=-1190 36=-1215 37=-1232
38=-1186 39=-1178 40=-1227 41=-120
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Job Truss Truss Type Qty Ply
XCAS5512CB FG08 GABLE 1 A0083529
' � Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:18 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-xIXP71 h?DY?f5518?iEJeYJWGFaTvl91DOMJIDyiK4p
2.8-14 5-5-12
2.8-14 2-8-14
3x6 11 4x6
1 4x6= 2 3
1 1
T1
4
W1 i W1 i
• 1 5x4
t
T
g
s !
e 5 4
6 1.5x4 11 3x8= 3x6 11
3x6 II 1.5x411
2$-14 5-5-12
2 8-14 2-8-14
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.01 5 >999 360 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.02 5 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:93 lb FT=0%
LUMBER-
TOP CHORD 2x6 SP No.2
BOT CHORD 2x4 SP No.2 3)Wind:ASCE 7-10;Vult=170mph(3-second gust)
WEBS 2x4 SP No.3*Except* Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;i Standard
Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
W1:2x6 SP No.2 2)Dead+0175 Roof Live(balanced):Lumber
i
OTHERS 2x4 SP No.3 gable end zone;cantilever left and right exposed; Increase=1.00,Plate Increase=1.00
porch left and right exposed;Lumber DOL=1.60 plate
BRACING- Uniform Loads(plo
_ TOP CHORD grip DOL=1.60 Vert:1-3=,497 4-6=-20
Structural wood sheathing directly applied or 5-5-12 oc 4) Truss designed for wind loads in the plane of the Concentrated Loads(lb)
purtins, except end verticals. truss only. For studs exposed to wind(normal to the' Vert:10==f1166 11=-1166
face),see Standard Industry s as Gable End Detail
BOT CHORD 3)Dead+Uninhabitable Attic Without Storage:Lumber
Rigid ceiling directly applied or 10-0-0 oc bracing. applicable,or consult qualified building designer as per ANSI/TPI 1. Increase=1.25I ,Plate Increase=1.25
.
REACTIONS. (lb/size) 5)Provide adequate drainage to prevent water Uniform Loads(plf)
Vert:1-3=-351,4-6=-40
4 = 2784/Mechanical ponding. Concentrated Loads(lb)
6)Plates checked for a plus or minus 0 degree
6 = 2841/0-10-8 (min.0-1-11) Vert:10=r80511=-805
t about its
s center.Max Uplift rotation � 4)Dead+0]6 MWFRS Wind(Pas.Internal)Left:
7)Gable studs spaced at 2-0-0 oc.
4 = -1258(LC 4) Lumber I6crease=1.60,Plate Increase=1.60
.8)This truss has been designed for a 100 psf bottom
6 = 1289(LC 4) Uniform Loads(plf)
d l d live
h corve load nonconcurrent with any other live
Max Grav Vert:1-34178,4-6=32
4 = 2784(LC 1) loads. Concentrated Loads(lb)
20.
6 = 2841(LC 1) This has been designed fora live load of Vert:10=744 11=744
20.Opsf onn the bottom chord in all areas where a 5)Dead+Qi6 MWFRS Wind(Pos.Internal)Right:
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
FORCES. (lb) Lumber Increase=1.60,Plate Increase=1.60
bottom chord and any other members. I,
Max.Comp./Max.Ten.-All forces 250(Ib)or less except 10)Refer to girder(s)for truss to truss connections. Uniform 1- 178' -6
when shown. Vert:1-3-178,4-6=32
11)Provide mechanical connection(by others)of truss
TOP CHORD Concentrated Loads(lb)
to bearing plate capable of withstanding 1258 Ib uplift
1-6=-2793/1245,1-10=-1937l899, Vert:10=744 11=744
at joint 4 and 1289 lb uplift at joint 6.
2-10=-1937/899,2-11=-1937/899, 12)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13, 6)Dead+0!6 MWFRS Wind(Neg.Internal)Left:
3-11=-1937/899,3-4=-2736/1214 14 15 16 17 18 20 21 22 24 25 26 27 Lumber Increase=1.60,Plate Increase=1.60
, , , , , 2, , , , 8, , , , ,
WEBS Uniform Loads(pin
2-5=-3629/1612,1-5=-1233/2655, 28,29,30,31,32 has/have been modified.Building Vert:1-3=-273,4-6=22
3-5=-1233/2655 designer must review loads to verify that they are Concentrated Loads(lb)
correct for the intended use of this truss. Vert:10=800 1 Loads
13)Hanger(s)or other connection device(s)shall be
NOTES- provided sufficient to support concentrated load(s) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:
(0 131"truss it be connected together with 10d 1356 lb down and 800 lb up at 1-8-4,and 1356 lb Lumber Ihcrea(e=1.60,Plate Increase=1.60
(0.131"x3")nails as follows: Uniform Loads(plf)
down and 800 lb up at 3-8-4 on top chord. The
Top chords connected as follows:2x6-2 rows Vert:1-3=273,4-6=22
design/selection of such connection devices)is the
staggered at 0-9-0 oc. responsibility of others. Concentrated Loads(lb)
Bottom chords connected as follows:2x4-1 row at Vert:10=800 11=800
0-9-0 oc. 8)Dead+01.6 MWFRS Wind(Pos.Internal)1st
Webs connected as follows:2x4-1 row at 0-9-0 oc. LOAD CASE( )
S Parallel:Lumber Increase=1.60,Plate
2)All loads are considered equally applied to all plies, Standard Increase=1.60
• except if noted as front(F)or back(B)face in the LOAD Uniform Loads(plf)
1)Dead+Roof Live(balanced):Lumber Increase=1.00
CASE(S)section.Ply to ply connections have been Vert:Plate Increase=1.00 I
1-3;`87,4-6=-10
provided to distribute only loads noted as(F)or(B), Uniform Loads(plf) Concentrated Loads(lb)
unless otherwise indicated. Vert:1-3=-560,4-6=-20 Vert:10=744 11=744
Concentrated Loads(Ib)
Continued on page 2 _ Vert:10-1356 11=-1356
E-A
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Job Truss Truss Type Qty Ply
XCAS5512CB FG08 GABLE 1 A0083529
2 Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:18 2017 Page 2
ID:dYwLuKW3rbWAGKsFh MWafyykfa8-xIXP71 h?DY?f5518?iEJeYJWGFaTv191DOMJIDyiK4p
LOAD CASE(S)
Standard Standard Standard
9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel: 21)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal) 32)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Lumber Increase=1.60,Plate Increase=1.60 Left:Lumber Increase=1.60,Plate Increase=1.60 MWFRS Wind(Neg.Int)2nd Parallel):Lumber
Uniform Loads(plf) Uniform Loads(plf) Increase=1.60,Plate Increase=1.60
Vert:1-3=87,4-6=-10 Vert:1-3=-273,4-6=22 Uniform Loads(plf)
Concentrated Loads(lb) Concentrated Loads(lb) Vert:1-3=-470,4-6=-20
Vert:10=744 11=744 Vert:10=403 11=-403 Concentrated Loads(lb)
10)Dead+0.6 MWFRS Wind(Pos.Internal)3rd 22)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal) Vert:10=-865 11=-865
Parallel:Lumber Increase=1.60,Plate Increase=1.60 Right:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf) Uniform Loads(plf)
Vert:1-3=87,4-6=-10 Vert:1-3=-273,4-6=22
Concentrated Loads(lb) Concentrated Loads(lb)
Vert:10=744 11=744 Vert:10=403 11=403
11)Dead+0.6 MWFRS Wind(Pos.Internal)4th 23)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Parallel:Lumber Increase=1.60,Plate Increase=1.60 1st Parallel:Lumber Increase=1.60,Plate
Uniform Loads(plf) Increase=1.60
Vert:1-3=87,4-6=-10 Uniform Loads(plf)
Concentrated Loads(lb) Vert:1-3=87,4-6=-10
Vert:10=744 11=744 Concentrated Loads(lb)
12)Dead+0.6 MWFRS Wind(Neg.Internal)1st Vert:10=-459 11=459
Parallel:Lumber Increase=1.60,Plate Increase=1.60 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Uniform Loads(pit) 2nd Parallel:Lumber Increase=1.60,Plate
Vert:1-3=-273,4-6=-20 Increase=1.60
Concentrated Loads(lb) Uniform Loads(plf)
Vert:10=80011=800 Vert:1-3=87 4-6=- 0
1
13)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Concentrated Loads(lb)
Parallel:Lumber Increase=1.60,Plate Increase=1.60 Vert:10=459 11=459
Uniform Loads(plf) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Vert:1-3=-273,4-6=-20 3rd Parallel:Lumber Increase=1.60,Plate
Concentrated Loads(lb) Increase=1.60
Vert:10=800 11=800 Uniform Loads(plf)
14)Dead:Lumber Increase=0.90,Plate Increase=0.90 Vert:1-3=87,4-6=-10
Plt.metal=0.90 Concentrated Loads(lb)
Uniform Loads(plf) Vert:10=459 11=459
Vert:1-3=-309,4-6=-20 26)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)
Concentrated Loads(lb) 4th Parallel:Lumber Increase=1.60,Plate
Vert:10=-593 11=-593 Increase=1.60
15)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(plf) -
Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Vert:1-3=87,4-6=-10
Increase=1.60 Concentrated Loads(lb)
Uniform Loads(plf) Vert:10=459 11=459
Vert:1-3=470,4-6=12 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal) _
Concentrated Loads(lb) 1st Parallel:Lumber Increase=1.60,Plate
Vert:10=557 11=557 Increase=1.60
16)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(plo
Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Vert:1-3=-273,4-6=-20
Increase=1.60 Concentrated Loads(lb)
Uniform Loads(plf) Vert:10=-403 11=403
Vert:1-3=-470,4-6=12 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)
Concentrated Loads(lb) 2nd Parallel:Lumber Increase=1.60,Plate
Vert:10=557 11=557 Increase=1.60
17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(plf)
Wind(Neg.Int)1st Parallel):Lumber Increase=1.60, Vert:1-3=-273,4-6=-20
Plate Increase=1.60 Concentrated Loads(lb)
Uniform Loads(plf) Vert:10=403 11=403
Vert:1-3=-470,4-6=-20 29).Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Concentrated Loads(lb) MWFRS Wind(Neg.Int)Left):Lumber
Vert:10=557 11=557 Increase=1.60,Plate Increase=1.60
18)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Uniform Loads(plf)
Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60, Vert:1-3=470,4-6=12
Plate Increase=1.60 Concentrated Loads(lb)
Uniform Loads(plf) Vert:10=-865 11=-865
Vert:1-3=-470,4-6=-20 30)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Concentrated Loads(lb) MWFRS Wind(Neg.Int)Right):Lumber
Vert:10=557 11=557 Increase=1.60,Plate Increase=1.60
19)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Uniform Loads(plf)
Left:Lumber Increase=1.60,Plate Increase=1.60 Vert:1-3=470,4-6=12
Uniform Loads(plf) Concentrated Loads(lb)
Vert:1-3=178,4-6=32 Vert:10=-865 11=-865
Concentrated Loads(lb) 31)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6
Vert:10=459 11=459 MWFRS Wind(Neg.Int)1st Parallel):Lumber
20)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal) Increase=1.60,Plate Increase=1.60
Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf)
Uniform Loads(plf) Vert:1-3=470,4-6=-20
Vert:1-3=178,4-6=32 Concentrated Loads(lb)
Concentrated Loads(lb) Vert:10=-865 11=-865
Vert:10=459 11=-459
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I
- Job Truss Truss Type Qty �Ply
XCAS5512CB FG09 FLOOR 2 A0083530
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Ind(istries,Inc. Thu Aug 31 13:54:18 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-xIXP71 h?DY?f5518?iEJeYJSKFP8vx_IDOMJIDyiK4p
3-8-3 7-0-13 10-5-8 12-10-8 15-3-8 18-M
3-8-3 3-4-11 3�-11 2-5-0 2-5-0 2 8 8
Dead Load Defl.=114 in
1.5x4 11 3x8= 1.5x4 11 5x6= 1.5x4 11 4x8=
1 3x8= 2 3 4 5 6 7
I
3W1 `` 4 2 5 2 6 -�
fll--- - ttt
2 i
14 13 12 11 10 96x8= 8
I
3x4 I! 3x10= 6x6= 7x8= 2x4 11 2x4
THD26
3-8-3 7-0-13 10-5-8 12-10-8 , 15 3-8 18-0-0
3-8-3 3-4-11 3 4-11 2-5-0 2-5-0 2 8-8
Plate Offsets(X Y)— [5:0-3-0 0-3-01,[9:0-3-8,0-4-0],[11:0-1-12,0-4-12],[12:0-3-0,0-4-8],[13:0-3-8,0-1-8]
LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) 'I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.28 11 >762 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.53 11 >397 360
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 8 n/a n/a
BCDL 5.0 Cade FBC20141TPI2007 Matrix-MSH Weight:201 lb FT=0
LUMBER-
TOP CHORD 2x4 SP M 30`Except` 2)All loads are considered equally applied to all plies,
T2:2x4 SP No.2 except if noted as front(F)or back(B)face in the
BOT CHORD 2x6 SP 240OF 2.0E LOAD CASE(S)section.Ply to ply connections have
WEBS 2x4 SP SP No.2 been provided to distribute only loads noted as(F)or
W2,2x6 5,No.2 (B),unless otherwise indicated.
W2,W4,W5,W6:2x4 SP No.2 3)Unbalanced floor live loads have been considered
- BRACING-TOP CHORD for this design.Structural wood sheathing directly applied or 3-8-4 oc 4)Plates checked for a plus or minus 0 degree
rotation about its center.
purlins, except end verticals.
' BOT CHORD 5)Refer to girder(s)for truss to truss connections. I
Rigid ceiling directly applied or 10-0-0 oc bracing. 6)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
REACTIONS. (lb/size) (0.131"X 3")nails. Strongbacks to be attached to
14 = 2080/Mechanical walls at their outer ends or restrained by other means.
8 = 2438/Mechanical 7)Use USP THD26(With 16d nails into Girder$ !
Max Grav NA91D nails into Truss)or equivalent at 10-5-8 from
14 = 2080(LC 1) the left end to connect truss(es)FG10(1 ply 2x6 SP)
8 = 2438(LC 1) to back face of bottom chord,skewed 0.0 deg.to the
right,sloping 0.0 deg.down.
• FORCES. (lb) 8)Fill all nail holes where hanger is in contact with
Max.Comp./Max.Ten.-All forces 250(lb)or less except lumber.
when shown. i
TOP CHORD LOAD CASE(S)
1-14=-186410,1-2=-4745/0,2-3=-4745/0, Standard
3A=-10816/0,4-5=-10816/0,5-6=-6148/0, 1)Dead+Floor Live(balanced):Lumber
6-7=-6148/0,7-8=-3056/0 BOT CHORD Increase=1.00,Plate Increase=1.00 13-14=0/337,12-13=0/8716,11-12=0/8716, Uniform Loads(pit)Vert:1-7=-120,8-14=-10
10-11=0/6415,9-1 0=0/6148
WEBS Concentrated Loads(lb)
1-13=0/4698,2-13=-362/0,3-13=-4241/0, Vert:11=-2226(B)
3-11=0/2361,4-11=-430/0,5-11=0/5093,
5-10=-2372/0,6-9=-735/0,7-9=0/6830
NOTES-
1)2-ply truss to be connected together with 10d
(0.131"x3')nails as follows:
Top chords connected as follows:2x6-2 rows
staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows
staggered at 0-6-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,
Except member 4-11 2x4-2 rows staggered at 0-2-0 oc.
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Job Truss Truss Type
XCAS5512CB FG10 FLOOR I A0083531
��Job Reference(optional)
At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:18 2017 Page I
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-xIXP71 h?DY?f5518?iEJeYJTkFUdvzLIDOMJIDyiK4p
3-9-6 7-6-12
3-9-6 3-9-6
1.5x4 11 3x8
3x8= 2 Dead Load Dell. 1/16 in
IEEE]
W1 W2 W1 2 l w11
5 B1 1
JUS46 JUS46 JUS46 JUS46
6 7 8 5 9 10 4
8x14
2x4 11 2x4 11
3-9-6 7-6-12
3-M 3-M
Plate Offsets(X,Y)— [1:0-1-12,0-1-81,[3:0-1-12,0-1-81,[5:0-7-0,0-4-121
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.07 4-5 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.14 4-5 >619 360
BCLL 0.0 Rep Stress Incr NO W13 0.88 Horz(TL) -0.00 4 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 Matrix-MP Weight:43 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3*Except* LOAD CASE(S)
W2:2x4 SP No.2 Standard
BRACING- 1)Dead+Floor Live(balanced):Lumber
TOP CHORD Increase=1.00,Plate Increase=1.00
Structural wood sheathing directly applied or 2-6-11 oc Uniform Loads(plf)
purlins, except end verticals. Vert:1-3=-120,5-6=-10,4-5=-310(F=-300)
BOT CHORD Concentrated Loads(lb)
Rigid ceiling directly applied or 10-0-0 oc bracing. Vert:7=-468(B)8=-468(B)9=-468(B)10=-469(B)
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 = 1673/Mechanical
4 = 2236/Mechanical
Max Grav
6 = 1673(LC 1)
4 = 2236(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten,-All forces 250(lb)or less except
when shown.
TOP CHORD
1-6=-1 219/0,1-2=-2934/0,2-3=-2934/0,
3-4=-1219/0
WEBS
1-5=0/3108,2-5=A86/0,3-5=0/3108
NOTES-
1)Plates checked for a plus or minus 0 degree rotation
about its center.
2)Refer to girder(s)for truss to truss connections.
3)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
4)Use USP JUS46(With 16d nails into Girder&16d
nails into Truss)or equivalent spaced at 2-0-0 oc max.
starting at 1-2-4 from the left end to 6-8-4 to connect
truss(es)FL05(1 ply 2x4 SP)to back face of bottom
chord.
5)Fill all nail holes where hanger is in contact with
lumber.
6)In the LOAD CASE(S)section,loads applied to the
face of the truss are noted as front(F)or back(B).
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Job Truss Truss Type Qty Pl72j!.br
XCAS5512CB FG11 Half Hip Girder 1 A0083532
eference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:19 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-Px4nLNidzs7WiFcKYPmYAmsdMelzeQ_RSg5tHfyiK4o
4-1-12 7-11-12 11 8-0 15-2-1 23-2-81
4-1-12 3-10-0 3 8-4 3 6-1 8-0-7
1.5x4 II
5 Dead Load Defl.=3/4 in
3x4 5.00112
6
19
to
300= 1.5x4 II 1.5x4 II
1 2 3 6
7 r
m
a
13 12 11 10 169 8 ,3x4=
2x4 11 3x8= WO MT20HS= 2x4 11 3x6= 3x4=
3x4= THD26-2
4-1-12 5-11-6 , 7-11-12 , 11-8-0 15-2-1 23-2-8
4-1-12 1-9-10 2-0 6 3 8 4 3-6-1 1 8-0-71
Plate Offsets(X,Y)— [1:0-3-12,0-1-8),[4:0-2-0,0-2-8),[7:0-0-0,0-0-91,[7:0-6-7,0-1-11),[12:0-1-12,0-1-8) '1
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.29 9-11 >936 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.91 9-11 >303 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:255 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)All loads are considered equally applied to all plies,
BOT CHORD 2x4 SP 2400F 2.0E except if noted as front(F)or back(B)face in the
WEBS 2x4 SP No.3'Except LOAD CASE(S)section.Ply to ply connections have
BRACING- W1:2x6 SP No.2,W2:2x4 SP No.2 been provided to distribute only loads noted as(F)or
'
TOP CHORD (B),unless otherwise indicated.
Structural wood sheathing directly applied or 3-5-15 oc 3)Unbalanced roof live loads have been considered
for this design.
purlins, except end verticals. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)
BOT CHORD Vasd=132mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;
Rigid ceiling directly applied or 10-0-0 oc bracing. Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
REACTIONS. (lb/size) gable end zone;cantilever left and right exposed;
13 = 2299/0-7-4 (min.0-1-8) Lumber DOL=1.60 plate grip DOL=1.60
7 = 1491/0-7-4 (min.0-1-8) 5)Provide adequate drainage to prevent water
Max Horz ponding.
13 = -423(LC 9) 6)All plates are MT20 plates unless otherwise
Max Uplift indicated.
7 = -200(LC 9) 7)Plate(s)atjoint(s)13,1,5,7,7,10,9,6,8,12,2,
Max Grav 11 and 3 checked for a plus or minus 0 degree
13 = 2299(LC 1) rotation about its center.
7 = 1491(LC 1) 8)Plate(s)atjoint(s)4 checked for a plus or minus 3
degree rotation about its center.
FORCES. (lb) 9)This truss has been designed for a 10.0 psf bottom
Max.Comp./Max.Ten.-All forces 250(lb)or less except chord live load nonconcurrent with,any other live
when shown. loads.
TOP CHORD 10)'This truss has been designed for a live load of
1-13=-2497/0,1-2=-6886/0,2-3=-6886/0, 20.0psf on the bottom chord in all areas where a
3-4=-6886/0,6-7=-3209/0 rectangle 3-6-0 tall by 2-0-0 wide will fit between the'
BOT CHORD bottom chord and any other members.
12-13=0/546,11-12=0/6886,10-11=0/8566, 11)Provide mechanical connection(by others)of truss
10-16=0/8566,9-16=0/8566,B-9=0/8504, to bearing plate capable of withstanding 200 lb uplift at
7-8=0/2878 joint 7.
WEBS 12)Use USP THD26-2(With 16d nails into Girder 8
4-9=0/516,6-8=0/2389,4-6=-3282/279, 10d nails into Truss)or equivalent at 11-4-15 from the
4-8=-5984/0,2-12=-1043/0,3-11=-643/0, left end to connect truss(es)FG04(2 ply 2x4 SP)to
front face of bottom chord.
4-11=-17771736,1-12=017017 13)Fill all nail holes where hanger is in contact with
NOTES- lumber.
1)2-ply truss to be connected together with 10d
i
(0.131"xY)nails as follows: LOAD CASE(S)
Top chords connected as follows:2x6-2 rows Standard
staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 1)Dead+Roof Live(balanced):Lumber Increase=1.25
Bottom chords connected as follows:2x6-2 rows ,Plate Increase=1.25
staggered at 0-9-0 oc. Uniform Loads(plf)
Webs connected as follows:2x4-1 row at 0-9-0 oc. Vert:1-4=-210,5-7=-70,7-13=-20
Concentrated Loads.(Ib)
Vert:16=132(F)
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f
Job Truss Truss Type Qty Ply
XCAS5512CB FG12 Half Hip Girder 1 Reference A0083533
2 Job o fional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:20 2017 Page 1
ID:dYwLuKW3rbWAGKs Fh M Wafyykfa8-t7e9YjjFk9FNKPBW66HnjzOpO28mNw5bgKrap5yiK4n
6-0-0 10-0-0 13-6-0 15-11-10 19-3-4 20-9-4
6-0-0 4-0-0 3 6-0 2-5-10 3-3-10 1-6-0
Dead Load Defl.=1/2 in
51.5x4 II
5.00112 T
1.5x4 11 3x4= 3x4 1
14x8= 2 3 x — 6
N
7 r~
1.5x4 11
6 Iv
�
13 12 11 18 10 9
14 `
3x4 II 4x8= 2x4 II 6x6= 3x4= 3x4= 3x4=
THD26-2
6-10-12 10-0-0 13-6-0 15-11-10 19-3-4
6-10-12 3-0- 3-6-0 2-1-1 1 3-3-10
Plate Offsets(X,Y)— (1:0-4-0,0-1-81,[4:0-5-8,0-2-01,[13:0-4-0,0-1-81,[14:0-1-12,0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.16 12 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.60 12 >382 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.05 7 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight:216 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30`Except` 2)All loads are considered equally applied to all plies,
T2:2x4 SP No.2 except if noted as front(F)or back(B)face in the
BOT CHORD 2x6 SP 2400F 2.0E LOAD CASE(S)section.Ply to ply connections have
WEBS 2x4 SP No.3`Except' been provided to distribute only loads noted as(F)or
W1:2x6 SP No.2,W2:2x4 SP M 30 (B),unless otherwise indicated.
OTHERS 2x4 SP No.3 3)Unbalanced roof live loads have been considered
BRACING- for this design.
TOP CHORD 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Structural wood sheathing directly applied or,"-12 oc Vasd=132mph;TCDL=5.Opst BCDL=5.Opsf;h=25ft;
purlins, except end verticals. Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
BOT CHORD gable end zone;cantilever left and right exposed;end
Rigid ceiling directly applied or 10-0-0 oc bracing. vertical left exposed;Lumber DOL=1.60 plate grip
REACTIONS. (lb/size) DOL=1.60
14 = 2164/0-7-4 (min.0-1-8) 5)Provide adequate drainage to prevent water
7 = 1786/0-8-0 (min.0-1-8) ponding.
Max Horz 6)Plate(s)atjoint(s)14,1,5,8,13,2,10,7,9,6,4,
14 = 213(LC 4) 12 and 3 checked for a plus or minus 0 degree
Max Grav rotation about its center.
M = 2351(LC 2) 7)Plate(s)atjoint(s)11 checked for a plus or minus 2
1 = 2003(LC 2) degree rotation about its center.
8)This truss has been designed for a 10.0 psf bottom
FORCES. (lb) chord live load nonconcurrent with any other live
Max.Comp./Max.Ten.-All forces 250(lb)or less except loads.
when shown. 9) This truss has been designed for a live load of
TOP CHORD 20.Opsf on the bottom chord in all areas where a
1-14=-2213/0,1-2=-7680/0,2-3=7680/0, rectangle 3-6-0 tall by 2-0-0 wide will fit between the
3 4=-6647/0,6-7=4248/0 bottom chord and any other members.
BOT CHORD 10)Use USP THD26-2(With 16d nails into Girder&
BOT C0/709,12-13=0/7680,11-12=0/7680, 10d nails into Truss)or equivalent at 13-2-15 from the
11-18=1709, , -13=0/0/7680, left end to connect truss(es)FG06(2 ply 2x4 SP)to
9-1 0=016 4 9 6,7-9=0/3897 back face of bottom chord.
WEBS 11)Fill all nail holes where hanger is in contact with
1-13=017235,2-13=-1303/0,4-10=0/925, lumber.
6-9=0/1383,4-6=-3710/0,4-9=-2964/0,
3-12=-417/0,3-10=-1228/0 LOAD CASE(S)
NOTES- Standard
1)2-ply truss to be connected together with 10d 1)Dead+Roof Live(balanced):Lumber Increase=1.00
(0.131"x3•)nails as follows: Plate Increase=1.00
Top chords connected Uniform Loads(plf)
follows:2x6-2 rows Vert:1-4=-215,5-8=-75,7-14=-20
staggered at 0-9-0 oc,2xx 4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows Concentrated Loads(lb)
staggered at 0-9-0 oc.
Vert:18=-150(B)
Webs connected as follows:2x4-1 row at 0-9-0 oc.
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I
} Job Truss Truss Type O[y �Ply
A0083534
XCAS5512CB FL 01 Floor 1 1
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:20 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-t7e9YjjFk9FNKPB W66HnjzOpB233NvhbgKrOp5yiK4n
" 2-6-0 2-0-6
Dead Load Dell.=5116 in
r 1.5x4 11 4x6= 1.5x4 11 3x6 FP= 3x3= 1.5x4 II 3x6= 1.5x4 11 4x6= 1.5x4 11
1 2 Tj 3 4 5 6 7 8 9 10
LI _.
m YY1 m
i
18 17 16 15 14 113 12
3x6= 4x6= 1.5x4 11 3x3= 3x8 MT20HS FP-- 3x6=
1.5x4 11 46=
I
i
10-0-6 12-7-14 20-4-14
10-0-6 2-7 8 '1 7-9-0
Plate Offsets(X Y)— [1:Edge 0-0-12),[12:0-1-S,Edgej,[17:0-2-12,Edge) I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.34 14-15 I>712 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.64 14-15 >383 360 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code FBC20141TPI2007 Matrix-SH Weight:105 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
11 = 1318/04-0 (min.0-1-8)
18 = 1318/Mechanical
Max Grav
11 = 1318(LC 1)
18 = 1318(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-3298/0,3-4=-3298/0,4-5=-3298/0,
5-6=-4241/0,6-7=4241/0,7-8=-3314/0, j
8-9=-3314/0
BOT CHORD
17-18=0/1948,16-17=0/4241,
15-16=014241,14-15=0/4165,
13-14=0/4165,12-13=0/4165,
11-12=011949
WEBS
9-11=-2275/0,2-18=-2273/0,9-12=0/1593,
2-17=0/1576.8-12=-282/0,3-17=-320/1,
7-12=-987/0,5-17=-1264/0,
7-15=-275/552
I
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Refer to girder(s)for truss to truss connections.
5)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3")nails. Slrongbacks to be attached to walls at their
outer ends or restrained by other means.
1I
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Job Truss Truss Type Qty Ply
XCAS5512CB FL02 Floor 5 1 A0083535
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:21 2017 Page 1
ID:dYwLuKW3rbWAGKs FhMWafyykfa8-LKCX12juVTN EyZmjggoOFBxOBSTQ6Tukv—azMXyiK4m
2-0-0 1-6-0 1-4-10 0H8
i
DeadTlfkd Pen.=1/8 in
1.5x4 11 3x4= 1.5x4 11 1.5x4 11 3x3= 1.5x4=
1 2 3 4 5 6
0 0
m W7 L
131,11
=
10 9 8 3x3 a
3x3=
3x3= 3x6=
11-0-2
11-0-2
Plate Offsets(X,Y)— [1:Edge,0-0-12),[9:0-1-4,Edge),[11:0-1-8,0-0-12)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.11 7-8 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.26 7-8 >496 360
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 n/a n/a
BCDL 5.0 Code FBC2014/rP12007 Matrix-SH Weight:59 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals. _
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
7 = 696/0-7-4 (min.0-1-8)
10 = 703/Mechanical
Max Grav
7 = 696(LC 1)
10 = 703(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD -
2-3=-1 21510,3-4=-1227/0,4-5=-1227/0
BOT CHORD
9-10=0/939,8-9=0/1227,7-8=0/947
WEBS
5-7=-1093/0,2-1 0=-1 094/0,5-8=0/411,
2-9=0/492,3-9=-275/0
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Refer to girder(s)for truss to truss connections.
4)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131'
X 3')nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
LOAD CASE(S)
Standard
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Job Truss Truss Type Qty Ply
XCAS5512CB FL03 Floor g 1 !• A0083536
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug,31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:21 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-LKCX12j.VTNEyZmjggoOFBx_ISN06MCkv_azMXyiK4m
0-4-8
1-6-0 2-M 2-0-0 2-3-8
i
Dead Load Defl.=3/16 in
° 1.5x4 II 1
5x6= 3x3 11 3x4= 3x6 FP-- 30= 1.5x4 11 4x4= 3x3 11 5x6—
1 2 Tl 3 4 5 6 7 Tq 8 9 10
I
0
N
18 17 16 15 14 13 12 11
4x8= 3x8 MT20HS FP-- 3x4= 4x8=
3x6= 1.5x4 I I
I
I
4 a a 9-1-8 18-3-8 16-8r0
-4 8-9-0 1. 9-2-0 0-4-9
Plate Offsets(X Y)— [1:0-0-1 Edge] [8:0-1-12 Edge] [10:0-2-1 Edge] [13:0-1-8,Edgel I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in .(loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.30 14-16 I>720 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.50 14-16 >434 360 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.06 10 n/a n/a
BCDL 5.0 Code FBC2014frP12007 Matrix-SH Weight:97lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
' REACTIONS. (lb/size)
1 = 1165/0-4-0 (min.0-1-8)
10 = 1165/0-4-0 (min.0-1-8)
Max Grav
1 = 1165(LC 1)'
10 = 1165(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except I
when shown.
TOP CHORD
1-2=-1128/0,2-3=-1126/0,3-4=-3226/0,
4-5=-3226/0,5-6=-3226/0,6-7=-3297/0,
7-8=3297/0,8-9=113110,9-10=-1133/0
BOT CHORD
16-17=0/2427,15-16=0/3297,
14-15=0/3297,13-14=0/3297, j
12-13=0/2427
WEBS
10-1 2=0/1 558,1-17=011550,9-12=-260/0,
2-17=-251/0,8-12=-1512/0,3-17=-1519/0,
8-13=0/1122,3-16=0/932,7-13=-415/0,
5-16=-389/0,6-16=-490/218
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in. f
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Job Truss Truss Type Qty 7Jb
XCAS5512CB FL04 Floor 14 A0O83537
Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 Zuni Print:8,020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:21 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-LKCX12juVTNEyZmiggoOFBxOwSRZ6M Ikv—azMXyiK4m
0-4-8
1 1 1-6-0 , 2-6-0 14-0 1-10-8
Dead Load Defl.=1/8 in
1.5x4 II
5x6= 3x3 I I 3x4= 3x6 FP= 3x3= 3x3= 1.5x4 11 3x6= 1.5x4 II °
1 2 3 4 5 6 7 TA 8 9 10 -
W2o
li
18 17 16 15 14 13 12 11
48= 3x6= 1.5x4 11 1.5x4 11 3x8 MT20HS FP-- 3x4==�
3x6=
Q�ti 10-7-0 18-4-0
-4 10-2-8 - 7 9-0
Plate Offsets(X,Y)— [1:0-0-1,Edge),[12:0-1-8,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.18 12-14 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.33 15-16 >657 360 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 11 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 Matrix-SH Weight:97lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD -
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
11 = 1163/Mechanical
1 = 1163/0-4-0 (min.0-1-8)
Max Grav
11 = 1163(LC 1)
1 = 1163(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
1-2=-1124/0,2-3=-1122/0,3-4=-3193/0,
4-5=-3193/0,5-6=-3193/0,6-7=-3349/0,
7-8=-2808/0,8-9=-2808/0
BOT CHORD
16-17=0/2426,15-16=0/3349,
14-15=0/3349,13-14=0/3349, _
12-13=0/3349,11-12=0/1692
WEBS
9-11=-1975/0,1-17=0/1545,9-12=0/1302,
8-12=-339/0,3-17=-1522/0,7-12=-823/0,
3-16=0/895,5-16=-306/4,6-16=-561/120
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Refer to girder(s)for truss to truss connections.
5)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
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Job Truss Truss Type Qty �Ply
XCAS5512CB FL04A Floor 1 1 A0083538
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:22 2017 Page 1
I D:dYwLuKW3rbWAGKsFhM Wafyykfa8-pWmvzOkWGnV4aiLvEXJFoOU5msIRrp3u8eKXuyiK41
• 0-4-8
1-6-0 „ 2-6-0 1-4-8 ,
Dead Load Defl.=3/16 in
' 3x6 FP=
6x6= 3x3 11 3x4= 3x3= 3x3= 3x3= 1.5x4 11 3x6= 1.5x4 11
1 2 3 4 5 6 LZ W2
7 8 9
0
I e e
e
17 16 15 14 13 12 11
4x8= 3x6= 1.5x4 II 3x8 MT20HS FP--3x8= 3x6=
1.5x4 11
4 9-7-8 11-3-0 19-0-0
9-3-0 1-7-8 1 7-9-0
Plate Offsets(X Y)— [3:0-1-12 Edge) [8:0-2-12 Edge] [16:0-3-8 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.22 14-15 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC '0.85 Vert(TL) -0.41 14-15 ,>542 360 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) -0.02 10 n/a n/a
BCDL 5.0 Code FBC20141TPI2007 Matrix-SH Weight:100 lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD
. Structural wood sheathing directly applied or 1-7-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 or bracing.
REACTIONS. (lb/size)
10 = 1207/0-8-0 (min.0-1-8)
1 = 1207/0-4-0 (min.0-1-8)
Max Grav
10 = 1207(LC 1)
1 = 1207(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
• TOP CHORD
1-2=1171/0,2-3=-1169/0,3-4=-3415/0,
4-5=-3401/0,5-6=-3606/0,6-7=-2944/0,
7-8=-2944/0
i
BOT CHORD
15-16=0/2535,14-15=0/3606,
13-14=0/3606,12-13=0/3606,
11-1 2=0/3606,10-11=0/1763
WEBS
8-10=-2057/0,1-16=0/1610,8-11=0/1378,
2-16=-253/0,7-11=-332/0,3-16=-1594/0,
6-11=-930/0,3-15=0/1027,4-15=373/0,
5-15=-547/117
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3•)nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
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Job Truss Truss Type - Qty Ply
XCAS5512CB FL05 Floor 4 1 A0083539
�Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:22 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-pWmvzOkWGnV4aiLvEXJFoOUBEst2ry4u8eKXu_yiK41
2-6-0 1-11-12
1.5x4 11 3x3= 1.5x4 11
1 2 3 3x3= 4
s.
-
2 2 W 9
R-1
8 7 6 5
1.5x4 11 1.5x4 11
3x3= 3x3
7-S-12
7-S-12
Plate Offsets(X,Y)— f1:Edge,0-0-1 21
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(I-I-) -0.05 5-6 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.06 7-8 >999 360
BCLL 0.0 Rep Stress Incr YES W13 0.19 Horz(TL) 0.01 5 n1a n/a
BCDL 5.0 Code FBC2014[rPI2007 Matrix-SH Weight:39 lb FT=O%F,O%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
5 = 478/Mechanical
8 = 478/Mechaniral
Max Grav
5 = 478(LC 1)
8 = 478(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-571/0
BOT CHORD
7-8=0/571,6-7=0/571,5-6=0/571
WEBS
3-5=-662/0,2-8=-662/0
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Refer to girder(s)for truss to truss connections.
4)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
is.glsfuff OUAL T.KRSI C ul wOckIr I..ii'l,fivp nitn eetrwwmneiiirnst;upr*i-il[F1.Imm uj.I:h!—j shill'I'm ri,ins ebti"6-d.t'W.I;
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v
Job Truss Truss Type Qty PIy
XCAS5512CB FL06 ROOF TRUSS 2 1 A0083540
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:22 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-pWmvzOl WGnV4aiLvEXJFoOU64sm2dmu8eKXuyiK41
1-7-0 2-6-0 -I 2-4-8 1-6-0 -1 2-0-12-1
Dead Load Defl.=3/8 in
1.5x4 SP--3x3=
• 6x6= 3x3 11 4x8= 3x8 MT20HS FP-- 3x6= 4x10=
1 2 T2 3 4 5 6 7 8 9 10 11
IF
f f
22 21 20 19 18 17 16 �5 14 13 f 12
4x10= 3x8= 3x3= 3x12 MT20HS FP-- 4x8- 4x6
Or3r2 1-10-8 4 6-0 7-0-0 10-11-4 13 6-12 16-2 4 18-9-12 21-5 4
0`-3-2 1-7 6 2-7-8 2-6-0 3-11 4 2-7-8 2-7-8 2-7-8 2-7-8
Plate Offsets(X Y)- [1:0-0-2 Edge] [6:0-1-0 Edge] [12:Edge,0-1-81,[21:04-8,Edge1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.57 16-17 >447 360 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.70 16-17 >363 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 12 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-SH Weight:117 Ib FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat)*Except*
T1:2x4 SP No.2(flat) WEBS
BOT CHORD 2x4 SP M 31(flat)*Except* 10-12=-2622/3284,1-21=-2366/2031,
B2:2x4 SP M 30(flat) 10-14=-2239/1791,9-14=-290/189,
WEBS 2x4 SP No.3(flat) 3-21=-208612716,8-14=-1147/1430,
BRACING- 3-19=-1595/1275,6-19=-800/1020,
- TOP CHORD 6-18=-388/206,3-20=-308/91,
Structural wood sheathing directly applied or 5-7-1 oc 10-13=-284/120,8-16=-324/138
purlins, except end verticals.
BOT CHORD NOTES-
Rigid ceiling directly applied or 6-2-2 oc bracing. 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=S.Opsf;BCDL=5.Opsf;h=25ft;
REACTIONS. (lb/size) Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
12 = 1476/0-8-0 (min.0-1-8) and C-C Exterior(2)zone;cantilever left and right
1 = 1476/0-3-2 (min.0-1-8) exposed;porch left and right exposed;C-C for
Max Horz members and forces&MWFRS for reactions shown;
1 = 4(LC 8) Lumber DOL=1.60 plate grip DOL=1.60
Max Uplift 2)Provide adequate drainage to prevent water
12 = -888(LC 8) ponding.
1 = -823(LC 8) 3)All plates are MT20 plates unless otherwise
• Max Grav indicated.
12 = 1476(LC 1) 4)All plates are 1.5x4 MT20 unless otherwise
1 = 1476(LC 1) indicated.
5)The solid section of the plate is required to be
FORCES. (Ib) placed over the splice line at joint(s)5.
Max.Comp./Max.Ten.-All forces 250(lb)or less except 6)Plate(s)at joint(s)15 and 5 checked for a plus or
when shown. minus 5 degree rotation about its center.
TOP CHORD 7)Plate(s)atjoint(s)12,11,1,5,2,10,21,14,9,3,8,
1-2=-1513/175B,2-3=-1510/1760, 19,17,4,7,6,18,20,13 and 16 checked for a plus or
3-4=4394/5460,4-5=-4394/5460, minus 0 degree rotation about its center.
5-6=-4394/5460,6-7=-4970/6202, 8)This truss has been designed for a 10.0 psf bottom j
7-8=-4970/6202,8-9=-3805/4763, chord live load nonconcurrent with any other live
9-10=-3805/4763 loads.
BOT CHORD 9)'This truss has been designed for a live load of
20-21=-4102/3309,19-20=-4102/3309, 20.Opsf on the bottom chord in all areas where a
18-19=-6180/4959,17-18=-6202/4970, rectangle 3-6-0 tall by 2-0-0 wide will fit between the
16-17=-5996/4794,15-16=-5996/4794, bottom chord and any other members.
14-15=-5996/4794,13-14=-2832/2261, 10)Provide mechanical connection(by others)of truss
12-13=-2832/2261 to bearing plate capable of withstanding 888 lb uplift at
WEBS joint 12 and 823 lb uplift at joint 1.
10-12=-2622/3284,1-21=-2366/203 1, 11)Gap between inside of top chord bearing and first
10-14=-2239/1791,9-14=-290/189, diagonal or vertical web shall not exceed 0.500in.
3-21=-2086/2716,8-14=-1147/1430, 12)CAUTION,Do not erect truss backwards.
3-19=-1 595/1275,6-19=-800/1020,
6-18=-388/206,3-20=-308/91,
10-13=-284/120,8-16=-324/138 LOAD CASE(S)
Standard
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Job Truss Truss Type aty Ply
XCAS5512CB FL07 Floor 11 AO083541
Job Ref7,:- ional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31201 MrTek Industres,Inc. Thu Aug 31 13.54:23 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-IiK1Akl814dxBsw5nFgULcoHeG4)aFg1 M134QQyiK4k
-10-4
Dead Load Deft.=5116 in
3x4=
1.5x4 II 48= 1.5x4 11 3x6 FP= 1.5x4 II 1.5x4 II 3x3= 1.5x4 11 4x8= 1.5x4 II
1 2 3 4 5 6 7 8 9 10 11
t�
ci N!1 0
i m
18 17 16 15 14 13
3x6= 46= 3x3= 3x3= 3x8 MT20HS.FP- 46= 3x6=
21-1-4
21-1-4
Plate Offsets(X Y)— fl:Edge 0-0-12) 113'0-1-8 Edge] 116:0-1-0 Edge]
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0,88 Vert(LL) -0.36 13-15 >702 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.69 13-15 >364 360 MT20HS 1871143
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.11 12 n/a n/a
BCDL 5.0 Code FBC2014/rP12007 Matrix-SH Weight:108 Ib FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat) 5)Recommend 2x6 strongbacks,on edge,spaced at
BOT CHORD 2x4 SP M (flat) 10-0-0 oc and fastened to each truss with 3-10d
WEBS 2x4 SP No.3(flat) 0 131"X 3" nails. Stron backs to be attached to
TOP CHORD walls at their outer ends or restrained by other means.
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.BOT CHORD LOAD CASE(S)Rigid ceiling directly applied or 10-0-0 oc bracing, Standard
Except:
2-2-0 cc bracing:15-16.
REACTIONS. (lb/size)
12 — 1364/0-4-0 (min.0-1-8)
18 — 1364/Mechanical
Max Grav
12 = 1364(LC 1)
18 = 1364(LC 1)
FORCES.(lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-3472/0,34=-3472/0,4-5=-3472/0,
5-6=-4586/0,6-7=-4601/0,7-8=-4601/0,
8-9=-3477/0,9-10=-3477/0
BOT CHORD
17-18=0/2021,16-17=0/4339,
15-16=0/4601,14-1 5=0/4338,
13-14=0/4338,12-13=0/2030
WEBS
10-12=-2370/0,2-18=-2358/0,
10-1 3=0/1 688,2-17=011693,9-13=-282/0,
3-17=-317/0,8-13=-1005/0,5-17=-1011/0,
8-15=-76/664,5-16=-1017138,
6-16=-52910,7-15=-266/0
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Refer to girder(s)for truss to truss connections.
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• - — For P ercei Fl34946.
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Job Truss Truss Type Qty PIY
XCAS5512CB FL07A ROOF TRUSS 2 A0083542
�J.b'Referenoe o 1. 1)
At Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:23 2017 Page 1
I D:dYwLuKW3rbWAGKsFhMWafyykfa8-I iKIAk1814dxBswSnFgULcOF4G44aCm 1 MI34QQyiK4k
2�_-i 2-" 1�� 1-8-4
Dead Load Defl.=3/8 in
i
3x4=
4x10= 3x8 MT20HS FIB 3x6= - 4x10=
1 2 3 4 5 6 7 8 9 10 11
i
0
m
e� " e
21 • 20 19 18 17 16 15 14 13 f 12
5x10 MT20HS= 4x8= 3x3= 3x12 MT20HS FP= 4x8 46=
3x3=
I
2-9-0 10-114 13-6-12 16-2-4 18-9-12 21-5-4
2-9-0 2-7-8 5-6-12 2-7-8 2-7 8 2-7 8 2-7-8
Plate Offsets(X Y)- rl:Edge 0-0-12] [12:Edge 0-1-81 [21:Edge 0-1-8] I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.54 15-17 >473 360 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.67 15-17 >380 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.12 12 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-SH Weight:115 Ito FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)*Except` NOTES-
T2:2x4 SP M 30(flat) 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
BOT CHORD 2x4 M 31(flat)`Except' Vasd=132mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft;
B2:2xx 4 SP M 30(flat) Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
WEBS 2x4 SP No. t' and C-C Exterior(2)zone;cantilever left and right
_ W2:2x4 SP No.2o.2(flat)at) exposed;porch left and right exposed;C-C for
BRACING- members and forces&MWFRS for reactions shown;
StrutCHORD
to all wood sheathing directly applied or 2-2-0 or Lumber DOL=1.60 plate grip DOL=1.60 j
purlins, except end vertirals. 2)Provide adequate drainage to prevent water
BOT CHORD ponding.
Rigid ceiling directly applied or 2-2-0 of bating. 3)All plates are MT20 plates unless otherwise
Indicated.
REACTIONS. (lb/size) 4)All plates are 1.5x4 MT20 unless otherwise
12 1492/0-8-0 (min.0-1-8) indicated.
21 = 1492/0-7-4 (min.0-1-8) 5)Plate(s)at joint(s)16 and 4 checked for a plus or
Max Uplift minus 5 degree rotation about its tenter.
12 = -900(LC 8) 6)Plate(s)atjoint(s)1,12,11,10,21,2,14,19,9,3,
21 = -900(LC 8) 8,5,17,18,6,7,20,13 and 15 checked for a plus or
Max Gr minus 0 degree rotation about its center.
v
M 1492(LC 1) 7)This truss has been designed for a 10.0 psf bottom
1 = 1492(LC 1) chord live load nonconcurrent with any other live
loads.
FORCES. (lb) 8)`This truss has been designed for a live load of
Max.Comp./Max.Ten.-All forces 250(lb)or less except 20.0psf on the bottom chord in all areas where a
when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
P CHORD bottom chord and any other members.
TOP
2-3 CHO/4951,3�=-3923/4951, 9)Provide mechanical connection(by others)of truss
4-5=-3923/4951,5-6=-5100/6430, to bearing plate capable of withstanding 900 lb upliftlat
6-7=-5113/6441,7-8=-5113/6441, joint 12 and 900 lb uplift at joint 21.
8-9=-3862/4858,9-10=-3862/4858
BOT CHORD LOAD CASE(S)
20-21=-2992/2383,19-20=-2992/2383, Standard
18-19=-6062/4854,17-18=-6441/5113,
16-17=-6117/4867,15-16=-6117/4867,
14-15=-6117/4867,13-14=-2876/2288,
12-13=-2876/2288
WEBS
10-12=-2653/3336,2-21=-2732/3430,
10-14=-2298/1826,2-19=-2271/1786,
9-14=-292/195,3-19=-309/210,
8-14=-1166/1460,5-19=-1085/1296,
8-17=-375/285,5-18=-685/460,
6-18=-258/225,2-20=-279/118,
10-13=-282/119,8-15=-295/126
i
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Job EFL
ssTruss Type Q'yly
XCAS5512CB 07B Floor 1 1 LbReferenreA008354(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:24 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-muugO4mmoOlopOVHLyLjlpZV6fRdJioAbypdysyiK4j
l 2-6-0 1-4-0 �I 1-7�
Dead Load Defi.=5116 in
3x4=
1.5x4 11 4x8= 1.5x4 11 3x6 FP= 1.5x4 11 1.5x4 II 3x3= 1.5x4 11 4x8= 1.5x4 11 '
1 2 TI 3 4 5 6 7 8 9 10 11 -
W1 0
m IZfN I— B2
m
i
of
18 17 16 15 14 13
3x6= 4x6= 3x3= 3x3= 3x8 MT20HS FP-- 46= 3x6=
21-2-14
21-2-14
Plate Offsets(X,Y)— [1:Edge,0-0-12],[13:0-1-8,Edge],[16:0-1-0,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.33 13-15 >761 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.65 13-15 >387 360 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.11 12 n/a n/a
BCDL 5.0 Code FBC20141TPI2007 Matrix-SH Weight:109lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 = 1372/0-4-0 (min.0-1-8) -
18 = 1372/Mechanical
Max Grav
12 = 1372(LC 1)
18 = 1372(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
2-3=-3502/0,3-4=-3502/0,4-5=-3502/0,
5-6=-4658/0,6-7=-4672/0,7-8=-4672/0,
8-9=-3505/0,9-10=-3505/0
BOT CHORD
17-18=0/2036,1 6-1 7=014 3 7 9,
15-1 6=0/4672,14-15=0/4382,
13-14=0/4382,12-13=0/2044
WEBS
10-12=-2386/0,2-18=-2376/0,.
10-13=0/1705,2-17=0/1711,9-13=-284/0,
3-17=-315/0,8-13=-1023/0,5-17=-1022/0,
8-15=-64/683,5-16=-101736,
6-16=-435/0,7-15=-270/0
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise indicated.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)Refer to girder(s)for truss to truss connections.
5)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131" "
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
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Job Truss Truss Type Qty Ply
XCAS5512CB FLOG Floor Supported Gable 1 1 A0083544
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Augj31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:24 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-muug04mmoOlop0VHLyLjtpZeQfe6JuuAbypdysyiK4j
I
i
3x3= 3x6 FP= 3x3=
1 ._._._.........._2 3 4 .. .._......._. 6 7 .. ... 9 _.._............_10._.. 11 15 16 17 18
_.._............._._12 13 14
+q 1 S 1 9T.1 'V\ STt S71 ST1 ST1 STt ST1 i 1 ST1 STt 5T,1 ST1 /� S71 SY1 W1 d�
........_..- - --.._...... - ._.- �......... ._..._.__........._ ._.......__.._...�._. .
36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
3x3= 3x6 FP= 3x3=
21-0-8
21-0-8
Plate Offsets(X Y)— [1:Edge 0-0-121 !
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 19 ! n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix-SH Weight:104 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
OTHERS 2x4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
. REACTIONS.All bearings 21-0-8.
(lb)-Max Grav
All reactions 250 lb or less at joint(s)
36,19,35,34,33,32,31,30,29,28,
27,26,24,23,22,21,20
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely
braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131'
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
i
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i
Job Truss Truss Type Qty ply
r-
XCAS5512CB FL09 Floor 16 1 A0083545
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:24 2017 Page 1
I D:dYwLu KW3rbWAGKsFhM Wafyykfa8-muugO4mmoOlopOVHLyLjtpZR9fRDJnmAbypdysyiK4j
0-4-8
u 1-8-0 1 2-6-0 I 2-5-8
Dead Load Defl.=3/16 in
5x6= 3x3 11 3x3= 1.5x4 11 3x3= 1.5x4 11
1 2 3 4 5 6 '
0
m
11 10 9 83x3=
3x6= 1.5x4 11 3x3=
P a 12-6-0
914-8 12-1-8
Plate Offsets(X,Y)— [1:0-0-2,Edgel
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.20 7-8 >717 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.37 7-8 >386 360
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 7 n/a n/a
BCDL 5.0 Code FBC2014ITP12007 Matrix-SH Weight:64 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 784/0-4-0 (min.0-1-8)
7 = 784/04-0 (min.0-1-8)
Max Grav
1 = 784(LC 1)
7 = 784(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
1-2=-795/0,2-3=-792/0,3-4=-1506/0,
4-5=-1506/0
BOT CHORD
9-10=0/1506,8-9=0/1506,7-8=0/1063
WEBS
5-7=-1240/0,1-10=0/1042,5-8=0/603,
2-10=-291/17,3-10=-863/0
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 or and fastened to each truss with 3-10d(0.131•
X 3•)nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
4)Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
5)CAUTION,Do not erect truss backwards.
LOAD CASE(S)
Standard
ve:kg-Fine�Fnrsllrn:e Cu.11 105E nCS43 Y 7ytEi3llIRYl6(51h'IkJiS!Cf7GYrY1Fr:CCi4iiE[5YR7'4nlnh(ks:p,µna9atW nF[ .FULs rnnie ipcn ype;'a,;/eFliiinii.iF.i<a,r i�In;sitFitdnF n.�linrat.�ntmt!•rr(to,t�ii
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z
Job Truss Truss Type Qly Ply
XCAS5512CB FL10 Floor 1 1 A0083546
� 'Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.cem Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:25 2017 Page 1
I D:dYwLuKW3rbWAGKsFhM WafyykfaB-E5S2bbmOZit1RA4UvgsyQ16cE3ou2EpKgcYBVJyiK4i
0-4-8
i
1-6-0 I 2-6-0 24-0 I 1
Dead Load Defl.=1/8 in
5x6= 3x3 I I 3x3= 3x3= 1.5x4 11 3x3= 1.5x4 11
• 1 2 3 4 5 6 7
i
i
0
CE m
13 12 11 10 9
3x6= 1.5x4 11 1.5x4 11 3x6= 3x3=
I
-4 13-4-0
4 12-11-8
Plate Offsets(X Y)— [1:0-0-1 Edge) [12:0-2-12,Edge] I
i
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 'I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.15 9-10 >999 480 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.26 9-10 >607 360
BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 8 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 Matrix-SH Weight:71 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) I
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 838/04-0 (min.0-1-8)
8 = 838/04-0 (min.0-1-8)
Max Grav `
1 = 838(LC 1)
8 = 838(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
• TOP CHORD
1-2=-780/0,2-3=-778/0,3-4=-1665/0,
4-5=-1726/0,5-6=-1726/0
BOT CHORD
11-12=0/1665,10-11=0/1665,9-10=0/1672,
8-9=0/1159
WEBS
6-8=-1353/0,1-12=0/1071,6-9=0/661,
2-12=-261/23,5-9=-315/0,3-12=-1029/0,
4-9=-233/265
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131•
X 3•)nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
4)Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
5)CAUTION,Do not erect truss backwards.
LOAD CASE(S)
Standard
xmiy Fleadm<4nreirrne 11{0 F 71CS53 y S.�gEi3U I70.56r➢}U'iW6i(NG4i-IArd"):IYi4'i'(PoY:ll'6r¢.rnb{k tpra¢..�s Miul 43 diti lhxre ipC iq;IPG�aJ5e 4eail Uska/ lh zSkeiFela n!.:hJeaa�i,a,rtlelmG rW,utT '
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I
Job Truss Truss Type Qty A,0083�7
XCAS5512CB FL11GE Floor Supported Gable 1 IT, "Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:25 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-E5S2bQmOZitfRA4UvgsyQ16pG3zM2LmKqcYBVJyiK4i
1.5x4 11
1 3x3= 2
W1
4 3
1.5x4 11 30
1-2-8
1_2_8
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) Ildef! Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(I-L) n/a n/a 999 MT20 244/190
TCIDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 Matrix-P Weight:10 lb FT=O%F,O%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 1-2-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 = 70/1-2-8 (min.0-1-8)
3 = 70/1-2-8 (min.0-1-8)
Max Grav
4 = 70(LC 1)
3 = 70(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Plates checked for a plus or minus 0 degree rotation
about its renter.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely
braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 or.
5)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131'
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
bn Araorty T�Tdm6b IN,RE.
"
4451'St"-Lucie'BIV6.
' I Fqi�Pierce,ft.349,,46,
ED 4 ts fit,P1 leptakfi.id This docizant.i�wi NO,it palt'ibit'd hhul lh*�tiivo Iiimissl'ig hem A-1 I'd Imso-Arthoij],Todo 111�P.L
Truss Type Qty Ply A0083548
FL12GE Floor Supported Gable I 1
Job Truss
XCAS5512CB �Job Reference
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:25 2017 Page I
ID:dYwLuKW3rb WAG KsFhMWafyykfa8-E5S2bQmOZitfRA4UvgsyQl6pA3zL2L8KqcYBVJyiK4i
1 2 3 3x3= 4 5 6 7
it 1
STl \Vy2 ST1 T1 ST $TI Wi
16 15 14 13 12 11 10 9
3x3
8-11-4
8-11-4
Plate Offsets(X,Y)— [1:Edge,0-0-1 21
LOADING(pso SPACING- 2-M CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.01 Vert(TQ n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TQ -0.00 11 n/a n/a
BCDL 5.0 Code FBC20141TP12007 Matrix-P Weight:46 lb FT=O%F,O%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2X4 SP No.3(flat)
OTHERS 2X4 SP No.3(flat)
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 8-11-4 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.All bearings 8-114.
(lb)-Max Grav
All reactions 250 lb or less at joint(s)
16,9,15,14.13,12,11.10
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
• NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one fare or securely
braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d(0.131"
X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
im.1'4kop. Mth&�T,T6m6d III;R,E.;
w1wo 'Wn1a'ajwj. oi�4':!Uu o; '41 80083
6
nnh 1946
Job Truss Truss Type Qty Ply
XCAS5512CB G01G Hip Girder 2 1 A0083549
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:26 2017 Page 1
I D:dYwLuKW3rbWAGKsFhM Wafyykfa8-iH?QpmnOK?OW2KfgTNOByEewf-rDQnkJT3Gl k1 IyiK4h
1-1-6-12 1 411-4 6-3-4 10-14 11-3-4 12-91
' 1-fi-12' 411� ' 1-4-0' 3-10-0 1-2-0 1-6-0
5.00 12 4x4 x611
T2 IF
8x8= '
3x4 5 -
1.5x4 II 2 6 1.5x4 II
1 7 Iv
0
6
3x4= o
6
4
13 12 11 10 9
3x6 11 3x4=3x4= 1.5x4 1111-3-4
11-2-0
411-0 61 10-1.4 1 12
4-11-0 1-4-0 37103 0 12
0-7-12
Plate Offsets(X,Y)— [5:0-3-15,0-3-11)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 12-13 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.06 12-13 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 Matrix-MSH Weight:97 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)
BOT CHORD 2x4 SP No.2'ExcepY Vasd=132mph;TCDL=5.Opsf,,BCDL=5.Opsf;h=25ft;
82:2x4 SP No.3 Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
WEBS 2x4 SP No.3 cantilever left and right exposed;end vertical left
OTHERS 2x4 SP No.3 exposed;Lumber DOL=1.60 plate grip DOL=1.60
BRACING- 3)Provide adequate drainage to prevent water
TOP CHORD ponding.
Structural wood sheathing directly applied or 5-3-12 oc 4)Plates checked for a plus or minus 0 degree
purlins, except end verticals. rotation about its center.
ROT CHORD 5)This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 10-0-0 oc bracing. chord live load nonconcurrent with any other live
Except: loads.
10-0-0 oc bracing:8-10 6) This truss has been designed for a live load of
MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a
cross bracing be installed during truss erection,in rectangle 3-6-0 tall by 2-0-0 wide will fit between the
accordance with Stabilizer Installation auide. bottom chord and any other members.
7)Provide mechanical connection(by others)of truss
REACTIONS. (lb/size) to bearing plate capable of withstanding 562 lb uplift at
13 = 864/0-7-4 (min.0-1-8) joint 13 and 534 lb uplift at joint 6.
6 = 891/0-4-12 (min.0-1-8) 8)Hanger(s)or other connection device(s)shall be
Max Horz provided sufficient to support concentrated load(s)216
13 = -219(LC 6) lb down and 305 lb up at 4-11-4,and 225 lb down and
Max Uplift 275 lb up at 6-3-4 on top chord,and 254 lb down and
13 = -562(LC 4) 268 lb up at 4-11-4,and 126 lb down at 6-2-8 on
6 = -534(LC 9) bottom chord. The design/selection of such
Max Grav connection device(s)is the responsibility of others.
13 = 864(LC 1) 9)In the LOAD CASE(S)section,loads applied to the
6 = 891(LC 1) face of the truss are noted as front(F)or back(B).
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except LOAD CASE(S)
when shown. Standard
TOP CHORD 1)Dead+Roof Live(balanced):Lumber Increase=1.25
2-3=-523/426,3-4=-413/418, ,Plate Increase=1.25
4-5=-1081r754,5-6=-1011/640, Uniform Loads(plf)
2-13=-816/569 Vert:1-2=-70,2-3=-70,3-4=-70,4-7=-70,10-13=-20,
BOT CHORD 9-10=-20,8-16=-20
11-12=-286/413,5-8=-167/289, Concentrated Loads(lb)
6-8=-512/883 Vert:3=-144(B)4=-163(B)12=-109(B)11=-101(B)
WEBS
4-11=-280/209,2-12=-390/525,
8-11=408/566,4-8=-366/628
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
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Job Truss Truss Type Qty Ply
XCAS5512CB H01 Monopitch 5 1 i A0083550
Jab Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:27 2017 Page 1
I D:dYwLuKW3rbWAGKsFhMWafyykfa8-ATZo06oe5J8NgUEsO5vQVSB2NtXzWFGdHw1 IZByiK4g
-1-6-0 4-10-8
1 6-0 4-10-8
3
1.5
• 3.50 12
i 1
W1
T1 ((((
2
1.5x4 II 61 --
1
e• '
v 4
e• o
3x4= 1.5x4 11
4-10-8 —�
4-10-8
Plate Offsets(X Y)— f2:0-2-5 0-0-0)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([oc) jI/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.12 4-8 >466 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.10 4-8 >556 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:21 lb FT=0
LUMBER-
TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the
OTHERS 2x4 SP No.3 bottom chord and any other members.
BRACING-TOP CHORD 5)Refer to girder(s)for truss to truss connections.Structural wood sheathing directly applied or 4-10-8 oc 6)Provide mechanical connection(by others)of trussto bearing plate capable of withstanding 192 lb uplift at
purlins, except end verticals. joint 4 and 330 lb uplift at joint 2.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required LOAD CASE(S)
cross bracing be installed during truss erection,in Standard
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 = 196/Mechanical
2 = 334/0-8-0 (min.0-1-8)
Max Horz
2 = 126(LC 8)
Max Uplift
4 = -192(LC 8)
2 = -330(LC 8)
Max Grav
4 = 196(LC 1)
_ 2 = 334(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
TOP CHORD
3-4=-157/294
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right j
exposed;porch left and right exposed;C-C for members
and forces 8 MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
' about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
i
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Job Truss Truss Type Oty ply
XCAS5512CB H02GE Monopitch Supported Gable 1 1 A0083551
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:27 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-ATZo06oe5J8NgUEs05vOVSB60tf1 WEldHw1 IZByiK4g
1-6-0 2-8-12 4-10-8
1-6-0 2-8-12 2-1-12
4
1.5
3.50 12
1.5x4 II -
3
W1
�ST1 !
2 131
1
6 5
2x4= - 1.5x4 I I 1.5x4 11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 1 n/r 120 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 1 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:22 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree
BOB CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3 4)Gable requires continuous bottom chord bearing.
OTHERS 2x4 SP No.3 BRACING- 5) e studs spaced aced at 2-0-0 oc.
TOP CHORD 6)This truss has been designed for a 10.0 psf bottom
Structural wood sheathing directly applied or 4-10-8 oc chord live load nonconcurrent with any other live
purlins, except end verticals. loads.
BOT CHORD 7) This truss has been designed for a live load of
Rigid ceiling directly applied or 10-0-0 oc bracing. 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 8)Provide mechanical connection(by others)of truss
accordance with Stabilizer Installation guide. to bearing plate capable of withstanding 67 lb uplift at
REACTIONS. (lb/size) joint 5,272 lb uplift at joint 2 and 182 lb uplift at joint 6.
5 = 68/4-10-8 (min.0-1-8)
2 = 24014-10-8 (min.0-1-8) LOAD CASE(S)
6 = 222/4-10-8 (min.0-1-8) Standard
Max Horz
2 = 174(LC 8)
Max Uplift
5 = -67(LC 8)
2 = -272(LC 8) -
6 = -182(LC 12)
Max Grav
5 = 68(LC 1)
2 = 240(LC 1)
6 = 222(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
WEBS
3-6=-255/326
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;
Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind(normal to the -
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as per
ANSI/TPI 1.
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Job Truss Truss Type Qty Ply
XCAS5512CB HJ2 DIAGONAL HIP GIRDER 1 1 A0083553
Job Reference(opt onal
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:28 2017 Page 1
ID:dywLuKW3rbWAGKsFhMWafyykfa8-eg7BDSpHsdGEldo3aoQf2fIF1 Hz6FWmWanr5eyiK4f
-2-1-7 1-4-10 — 2-9-3
2-1-7 1-4-10 1-4-9
3
3.54 12 Io
11 1
N
1.5x4 II 2
T1
1.5x4 II
81.
1
12 4
3x4=
2-9-3
2-9-3
Plate Offsets(X Y)— f2:0-0-0 0-0-7) I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-10 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 4-10 ,>999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 I n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MP Weight:18 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 7)Hanger(s)or other connection device(s)shall be
BOT CHORD 2x6 SP No.2
OTHERS 2x4 SP No.3 provided sufficient to support concentrated load(s)103
BRACING- lb down and 23 lb up at 1-4-9,and 103 lb down andl
TOP CHORD 23 lb up at 1-4-9 on top chord,and 43 lb down and 67
Structural wood sheathing directly applied or 2-9-3 oc lb up at 1-4-9,and 43 lb down and 67 lb up at 1-4-9
on bottom chord. The design/selection of such
purlins. connection device(s)is the responsibility of others.
BOT CHORD 8)In the LOAD CASE(S)section,loads applied to the
Rigid ceiling directly applied or 10-0-0 oc bracing. face of the truss are noted as front(F)or back(B).
i
REACTIONS. (lb/size)
3 = 56/Mechanical LOAD CASE(S)
2 = 29010-10-9 (min.0-1-8) Standard
4 = 32/Mechanical 1)Dead+Roof Live(balanced):Lumber Increase=1125
Max Horz Plate Increase=1.25
2 = 107(LC 4) Uniform Loads(plf)
3 ax Uplift 52 LC 8 Vert:1-3=-70,4-8=-20
2 = -297(LC 4) Concentrated Loads(lb)
4 = -58(LC 19) Vert:12=78(F=39,B=39)
• Max Grav
3 = 68(LC 35)
2 = 290(LC 1)
4 = 122(LC 22)
I
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
cantilever left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to
bearing plate capable of withstanding 52 lb uplift at joint j
3,297 lb uplift at joint 2 and 58 lb uplift at joint 4.
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Job Truss Truss Type Qty ply
XCAS5512CB HJ3 DIAGONAL HIP GIRDER 1 1 LbA0083554
Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:28 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-eg7BDSpHsdGEldo3aoQf2fjF1 Hz2FiWmWanr5eyiK4f
-2-1-7 2-10-4
2-1-7 2-10-4
3
3.54 F12
11 0 •
1.5x4 II 2
T1 o m
N
1.5x4 11 -
1 B1
Q. 12 4
e
6• o-
3x4=
2-10-4
2-10-4
Plate Offsets(X,Y)— 12:0-0-0,0-0-71
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-10 >999 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 4-10 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:18 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
CHORD 2x4 SP No.2 OTHERS
to bearing plate capable of withstanding 54 lb uplift at
OTHERS 2x4 SP No.3 joint 3,297 lb uplift at joint 2 and 53 lb uplift at joint 4.
BRACING- 7)Hanger(s)or other connection devices shall be
TOP CHORD provided sufficient to support concentrated load(s)105
Structural wood sheathing directly applied or 2-10-4 oc lb down and 23 lb up at 1-4-9,and 105 lb down and
purfins.T
ROOT CHORD 23 lb up at 1-4-9 on top chord,and 42 lb down and 68 Rigid ceiling directly applied or 10-0-0 oc bracing. lb up at 1-4-9,and 42 lb down and 68 lb up at 1-4-9on bottom chord. The design/selection of such
MiTek recommends that Stabilizers and required connection device(s)is the responsibility of others.
cross bracing be installed during truss erection,in 8)In the LOAD CASE(S)section,loads applied to the
accordance with Stabilizer Installation uide. face of the truss are noted as front(F)or back(B).
REACTIONS. (lb/size)
3 = 59/Mechanical LOAD CASE(S)
2 = 290/0-10-15 (min.0-1-8) Standard
4 = -29/Mechanical 1)Dead+Roof Live(balanced):Lumber Increase=1.25
Max Horz Plate Increase=1.25
2 = 108(LC 22) Uniform Loads(plf)
Max Uplift Vert:1-3=-70,4-8=-20
3 = -54(LC 8) Concentrated Loads(lb)
4 = 53(LC 14) Vert:12=80(F=40,B=40)
Max Grav
3 = 69(LC 35)
2 = 290(LC 1)
4 = 119(LC 22)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
cantilever left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of _
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
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I
Job Truss Truss Type Qty Ply
A0083555
XCAS5512CB HJ4 DIAGONAL HIP GIRDER 1 1
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug'31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:29 2017 Page 1
I D:dYwLuKW3rbWAGKsFhMWafyykfa8-6shZRnpvdwO5vnNFBVxuatGQngK_91wlEWOe4yiK4e
-2-1-7 3-5-11
2-1-7 3-5-11
I 3
3.54 F12
11
4
1.5x4 II 2 T1 m
T i 4
11.5x4 II 81
F41 r
F-1 ET
4 e, 12 4
6' o
3x4=
3-5-11
3-5-11
Plate Offsets(X Y)— [2:0-0-0 0-0-7]
LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-10 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-10 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:20 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2 6)Provide mechanical connection(by others)of truss
OTHERS 2x6 SP No.3 to bearing plate capable of withstanding 69 lb uplift at
BRACING- joint 3 and 292 lb uplift at joint 2.
TOP CHORD 7)Hanger(s)or other connection device(s)shall be
Structural wood sheathing directly applied or 3-5-11 oc provided sufficient to support concentrated load(s)105
puriins. lb down and 23 lb up at 1-4-9 on top chord,and 42 lb
BOT CHORD down and 68 lb up at 1-4-9 on bottom chord. The
Rigid ceiling directly applied or 10-0-0 oc bracing. design/selection of such connection device(s)is the
responsibility of others.
MiTek recommends that Stabilizers and required 8)In the LOAD CASE(S)section,loads applied to the
` cross bracing be installed during truss erection,in face of the truss are noted as front(F)or back(B).
accordance with Stabilizer Installation guide.
i
REACTIONS. (lb/size) LOAD CASE(S)
3 = 81/Mechanical Standard
2 = 324/0-10-15 (min.0-1-8) 1)Dead+Roof Live(balanced):Lumber Increase=1.25
4 = II/Mechanical Plate Increase=1.25
Max Horz Uniform Loads(plf)
2 = 120(LC 4) Vert:1-3=-70,4-8=-20
Max Uplift Concentrated Loads(lb)
' 3 = -69(LC 8) Vert:12=40(F)
2 = -292(LC 4)
Max Grav
3 = 81(LC 1)
2 = 324(LC 1)
4 = 66(LC 22)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
cantilever left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
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I
Job Truss Truss Type city Ply
XCAS5512CB HJ5 Diagonal Hip Girder 2 1 A0083556
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:29 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-6shZRnpvdw05vnN F8VxuatGNXg72_90WIEWOe4yiK4e
1 a-1
-2-1-7 1-2-13 4-1-14 7-0-2
2-1-7 1-2-13 2-6-12 2-10-0
0-4-0
3.54 12 4
Dead Load Defl.=1/16 in
1.5x4 11 x4� 1
1.5x4 11 3
0 1.5x4 11 2
n 1
9 18 19 6 5
3x4—
1.5x4— O
0
v
8 7 3x4=
1.5x4 11
0-Q-61-7-1140 7-0-2
0-d-6 00- 15 5-3-2 1
1-6-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.07 8 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.14 6-7 >573 240
BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.14 6 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MP Weight:45 lb FT=0
LUMBER-
TOP CHORD 2x4 SP No2 3)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No2'ExcepY rotation about its center.
B3:2x4 SP No.3 4)This truss has been designed for a 10.0 psf bottom
WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads.
TOP CHORD 5)'This truss has been designed for a live load of Structural woad sheathing directly applied or 6-0-0 oc 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROT CHORD
purT bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
Rigid ceiling directly applied or 10-0-0 oc bracing. 7)Provide mechanical connection(by others)of truss
Except: to bearing plate capable of withstanding 127 lb uplift at
10-0-0 oc bracing:7-9 joint 4 and 210 lb uplift at joint 2.
MiTek recommends that Stabilizers and required 8)Hanger(s)or other connection device(s)shall be
cross bracing be installed during truss erection,in provided sufficient to support concentrated load(s)108
accordance with Stabilizer Installation uide. Ib dawn and 108 lb up at 1-4-9,108 lb down and 108
lb up at 1-4-9,and 72 lb down and 61 lb up at 4-2-8,
REACTIONS. (lb/size) and 72 Ib down and 61 lb up at 4-2-8 on top chord,
4 = 173/Mechanical and 40 Ib down and 57 Ib up at 1-2-13,40 lb down
2 = 36710-10-9 (min.0-1-8) and 57 lb up at 1-2-13,and 6 lb down at 4-2-8,and 6
6 = 100/Mechanical lb down at 4-2-8 on bottom chord. The
Max Horz design/selection of such connection device(s)is the
2 = 184(LC 4) responsibility of others. -
Max Uplift 9)In the LOAD CASE(S)section,loads applied to the
2 = -210(LC 4) face of the truss are noted as front(F)or back(B).
Max Grav
4 = 173(LC 1) LOAD CASE(S)
2 = 367(LC 1) Standard
6 = 142(LC 3) 1)Dead+Roof Live(balanced):Lumber Increase=1.25
Plate Increase=1.25
FORCES. (lb) Uniform Loads(plf)
Max.Comp./Max.Ten.-All forces 250(lb)or less except Vert:1-4=-70,9-13=-20,7-8=-20,5-7=-20
when shown. Concentrated Loads(lb)
TOP CHORD Vert:16=89(F=44,B=44)17=-10(F=-5,B=-5)
2-16=-497/53,3-16=443/81 18=74(F=37,B=37)19=4(F=-2,B=-2)
BOT CHORD
2-18=-149/393,9-18=-149/393
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf,-BCDL=S.Opsf;h=25ft;
Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
cantilever left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60
2)This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
Ymiy-Fiyu�mr,lll reify r,:l I IC;i 111IL'3 i-3 onii3ll I(W 6(JIA7F.4S(IStCY-Wt0 j i0:lui1[[5Y kT 4n Itrrtl k ry.rnaant M nd.±t u Ws(antes p Orc yr RV.'�cil6t ltna�r Tssia P�l..Ihw�Skettdne nt.klen Gwatu s7t/hGe I6�,ul�
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tnpjlig6tT 7016 Ad Ynoflnns;c-Aoihanyl LmSn Jf,P.F,Reptodomx clthis do(umeo(;in nriy krm,ts piohfEifel whhoutthe tnitlenp0mnsian lrem AEI iaol iraisis;,Anthony l:I^coll(,P.t:
Job Truss Truss Type Qty Ply
XCAS5512CB HJSA Diagonal Hip Girder 2 1 A0083557
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.cem Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:30 2017 Page 1
I D:dYwLuKW3rbWAGKsFhM Wafyykfa8-a2Fxe7gXOEWyXxyRiDS774pZb4VBjYz3zuGyAWyiK4d
-2-1-7 0-7-71-8-0 i 7-0-2
-7- 1-0-9 5-0-2
3.54 F12 4
' 1.5x4 I I x4�.
1 Io
1. N
5x4 II 1 3 d
O 1.5x4 II 2 N
M 1
9 1 19 20 6 5
4x4=B v
3x8=
8 7 3x4
2x4 II
0-11-5
0-" 1-8-q 7-0-2 5
8-1 5-0 2
0-10-15
Plate Offsets(X Y)— [3:0-1-0 0-2-0] [9:0-3-4 0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.21 6-7 >397 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) 0.18 6-7 �>454 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.14 6 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MP Weight:49 lb FT=0%R
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2*Except* 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
83:2x6 SP No.2 Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
WEBS 2x4 SP No.3 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
OTHERS 2x4 SP No.3 cantilever left and right exposed;Lumber DOL=1.60
BRACING- plate grip DOL=1.60
TOP CHORD 2)This truss is not designed to support a ceiling and is
Structural wood sheathing directly applied or 3-7-5 oc not intended for use where aesthetics are a
purlins. consideration.
BOT CHORD 3)Plates checked for a plus or minus 0 degree
Rigid ceiling directly applied or 9-4-3 oc bracing. Except: rotation about its center.
8-6-0 oc bracing:7-9 4)This truss has been designed for a 10.0 psf bottom
MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live
cross bracing be installed during truss erection,in loads.
accordance with Stabilizer Installation uide. 5)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
4 = 154/Mechanical bottom chord and any other members.
2 = 352/0-10-9 (min.0-1-8) 6)Refer to girder(s)for truss to truss connections.
6 = 110/Mechanical 7)Provide mechanical connection(by others)of truss
Max Harz to bearing plate capable of withstanding 144 lb uplift at
2 = 184(LC 4) joint 4,954 lb uplift at joint 2 and 290 lb uplift at joint 6.
Max Uplift 8)Hanger(s)or other connection device(s)shall be
4 = -144(LC 8) provided sufficient to support concentrated load(s)220
2 = -954(LC 4) lb down and 208 lb up at IIA-9,236 lb down and 237
6 = -290(LC 9) lb up at 1-4-9,and 72 lb down and 61 lb up at 4-2-8,
Max Grav and 49 lb down and 48 lb up at 4-2-8 on top chord, j
4 = 154(LC 1) and 600 lb down and 899 lb up at 1-4-9,and 6 lb
2 = 841(LC 31) down at 4-2-8,and 114 lb down and 244 lb up at
6 = 298(LC 31) 4-2-8 on bottom chord. The design/selection of such
connection device(s)is the responsibility of others.
FORCES. (lb) 9)In the LOAD CASE(S)section,loads applied to the
Max.Comp./Max.Ten.-All forces 250(lb)or less except face of the truss are noted as front(F)or back(B).
when shown.
TOP CHORD
2-16=-1912/1643,3-16=-1782/1681 LOAD CASE(S)
BOT CHORD Standard
2-18=-1690/1670,9-18=-1690/1670, 1)Dead+Roof Live(balanced):Lumber Increase=1.25
3-9=-541/607 ,Plate Increase=1.25
WEBS Uniform Loads(plf)
3-6=-295/299 Vert:1-4=-70,9-13=-20,7-8=-20,5-7=-20
Concentrated Loads(lb)
Vert:16=185(F=89,B=96)17=-5(B)20=-3(F=-1,
B=-2)
imulilme5hnejll(rnw 6tl1IC:D615541�^'y(�3,ljT'tRf6L1F0'IM:RSlCi1CYj{C5'�ilK6u'bdLufL'AI',6n�lcd([tnp ryx 455MiK[p.5 h5frn5E Sly In y+I[9�aid6e/5eat[irrh 6;1 LM d'r5ket0Aae iden W^e(1se Gf 1pfr lEB,Sd(
UdiloxmdR55say.{k55e[araeleo5�(i5dau ln5so, tDT I,.sy�aGrS�to:S���.irolr�5e5rm"®ec5raaeamrrdemn.ialmM�lnS wyo-ul�pyd .wp5r s[hmdv 5umu hR5Rt0i,nuRuyssu,p55,i (u5[N S.wrr!a( ':Arith6iigTToni66'u1,:P-E.
e%n dCr IH rS RJ14tIA1 fmll(.i;:IArdoeC Rr le Ce¢n SIR4e[R[3nd WIfm10 siga nde,deddfiSU:,GrR(dh5la�iLJ6q.W dlFtt Re[[n dan+fC6 lay fi!0ne dd rns,isAt[1�Tsy sta J,u hfefiwdirR?1sSd 1 k j 55[tljd 3 80683
ue1}3Nlas pn Rl115AR ACalsrt'S!Iun510[fliJrtCris dfnriSfii la111b ryudSdxiilfSrc lmlHSltplfi:kellJR u15&1 eiiiM l4. it ryiA[�IF41[7mi@cequ'n1Se5 51Le59P 15 Umme;iie55 r s Cniy+h�.ntdi ssuumu,wrsi t Lucle6lvd,.4451 5
jmins[1+ne[kl{miM,ivuierr�a..�rc?gi7�1[?�5s 6nh�;ai:tn;,o<rp uJannc7lm),uRraJirn,RtSss vnre pMSR (r,,iiiy,tii arndudks;n(�iid�glsml. Fort Pierce,FL34946"
" � (appight,'L;2016A�If nlTmsixi,Achonyi.in„eJf'P.E.Reploloaina'dl[h5sdocomnm;inouytor®,ispo6itgedxntomtEeigfietpet�isiionlmmAli�olTihiuY:IcthoeyfrieSbIILP,Ei
Job Truss Truss Type Qty Ply
XCAS5512CB HR Diagonal Hip Girder 2 1 A0083558
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:30 2017 Page 1
I D:dYwLuKW3rb WAGKsFh M W afyykfa 8-a2Fxe7q XO E WyXxyRi DS774 pYV4Tv4P43zu GyAWyi K4d
2-1-7 3-5-7 9-10-1
2-1-7 3-5-7 6-4-10
4
Dead Load Defl.=3/16 in
3.54 F12 1
3x4:::- 1 °1
3 o a
eh
N _
1.5x4 II 14
1
2
H 1.5x4 II
1 1 o-6 c� 17 7 18 19 6
1.5x4 II 5
3x4= 3x4=
i 3-5-7 9-10-1
3-5-7 64-10
Plate Offsets(X Y)— (6:0-1-8 0-1-4]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) 0.12 6-7 >977 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.31 6-7 >373 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:47lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
OTHERS 2x4 SP No.3 Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
BRACING- cantilever left and right exposed;Lumber DOL=1.60
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc plate grip checked
e
purlins. 2)Plates chhecked for a plus or minus 0 degree
BOT CHORD rotation about its center.
Rigid ceiling directly applied or 7-2 4 oc bracing. 3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
MiTek recommends that Stabilizers and required loads. _
cross bracing be installed during truss erection,in 4)'This truss has been designed for a live load of
accordance with Stabilizer Installation auide. 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
REACTIONS. (lb/size) bottom chord and any other members.
4 = 232/Mechanical 5)Refer to girder(s)for truss to truss connections.
2 = 513/0-10-15 (min.0-1-8) 6)Provide mechanical connection(by others)of truss
5 = 284/Mechanical to bearing plate capable of withstanding 196 lb uplift at
Max Horz joint 4,286 lb uplift at joint 2 and 95 lb uplift at joint 5.
2 = 236(LC 4) 7)Hanger(s)or other connection device(s)shall be
Max Uplift provided sufficient to support concentrated load(s)108
4 = -196(LC 4) lb down and 108 lb up at 14-9,108 lb down and 108
2 = -286(LC 4) lb up at 1-4-9,56 lb down and 55 lb up at 4-2-8,56 lb
5 = -95(LC 8) down and 55 lb up at 4-2-8,and 100 lb down and 122
Max Grav lb up at 7-0-7,and 100 lb down and 122 lb up at
4 = 232(LC 1) 7-0-7 on top chord,and 40 lb down and 57 lb up at
2 = 513(LC 1) 14-9,40 lb down and 57 lb up at 1-4-9,23 lb down at
5 = 296(LC 3) 4-2-8,23 lb down at 4-2-8,and 37 lb down and 25 lb
up at 7-0-7,and 37 lb down and 25 lb up at 7-0-7 on
FORCES. (lb) bottom chord, The design/selection of such
Max.Comp./Max.Ten.-All forces 250(lb)or less except connection device(s)is the responsibility of others.
when shown. 8)In the LOAD CASE(S)section,loads applied to the
TOP CHORD face of the truss are noted as front(F)or back(B).
2-14=-1 1721436.3-14=-1 156/468
BOT CHORD
2-17=-599/1139,7-17=-599/1139, LOAD CASE(S)
7-1 8=-599/1139,18-19=-599/1139, Standard
6-19=-599/1139 1)Dead+Roof Live(balanced):Lumber Increase=1.25
WEBS ,Plate Increase=1.25
3-7=0/262,3-6=-1156/608 Uniform Loads(plf)
Vert:1-4=-70,5-11=-20
Concentrated Loads(lb) _
Vert:14=89(F=44,B=44)16=-86(F=43,B=-43)
17=74(F=37,B=37)18=-8(F=-4,B=4)19=-70(F=-35
B=-35)
Wary"Flyv erneg4¢+eru iu..il iCr llLSiSIS.7ie[L3[rIL136LAW16;AS(0f1CYj Ufrdjiaio dP-!&'6nrndfhslrrmsm.Ms!d iedwt+n Sas l�s+E�pT ug;IO'J;a,d Selmc�l.TestiO r+�Wrsnz54eitdue n_Ehs!C.iu raelw E!r6U,e.1f.
14Lir!�enrlW+ aCkn lh 4crrCnlr+dr Is in,OmaeE rK{iSrearhrbQu-eCe szlumry ltk'Igresrm neolta!0mpd- rodn gnpciptajlrkl!sndaesugkr siryt3-tk,ICU if rren ifl i..ixecvgr uu��!,ixtrr.ewrcw+'�!or �rithcny i.'TomtioIlI�P.E.
rd nrdC7 }rmrle leg d r ':mrdwC er,W!CversreArmN getnn kdr rgnigar;a4 rhs+ihH.'ll!R(ulht bxl�ICrj r4utrrN Re yr�ddh lU01'm!fid Alll ss;'sdeCykr Tsr si j;Arldr6aer7l wig sShcl Cx!y..fddf d" 80083
Lel;llegasrfxc�luF.i'lrr rq d -.,rel,e W!10 nlro!rrtEir¢+ rg,edrd>unu gbmed SteSadre ,naoi�u!nrrn nlSK/es film nFrg�yd.�: �rnl d!fiusfte;rynsah��;,wcnirda.Lu+rC s,na,ie�gee;eoRu Wmh3nii.nksi
' .. _. 4451 St.Luctp Bl4
sCeivn lhxlrp i+rnig egnlqukndng it r7 pme+vn4sa,tk[mskrpGgae!rnrCt tleMlliyCi'slpn Leis rlms[q�m v?orta,!gy:;d@.rub!"elms oerteeg�fem{. Fort.P10ce;FL,J4946
� (ip`pig6�®1P16 Rd N�oiLWssz!-.AcihanyT.icmSe ill;P.F.Rsprriionix it this docucieeCin dny taim,is pla6itiizl waEounEe';mfienpeiipissicalma 4d idat r!Dios;-ActfoiyT.T:m5e lt(,P.f:
Job Truss Truss Type city Ply
XCAS5512CB HRA Diagonal Hip Girder 2 1 '' A0083559
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:31 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-3FpJsTr99Yep95XeFwzMfl LjQUwnSy5CCY?ViyyiK4c
2-1-7 4"6-13 9-10-1
2-1-7 4.6-13 5 3 4
4
3.54 12 1
3x4
1 3
1.5x4 II 1
2 �
1.5x4 II
1 B1 4 I �
e e�, -J
17 18 7 19 6
a
2x4 II 5
3x4= 4x4=
4-6-13 9-10-1
4-6-13 1 5-3-4 1
Plate Offsets(X Y)— [2:0-1-4,0-0-111 1
LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) II/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.05 6-7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.08 6-7 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) -0.01 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Weight:55 lb FT=0%
i
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x6 SP No.2 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=132mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;'
OTHERS 2x4 SP No.3 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);
BRACING- cantilever left and right exposed;Lumber DOL=1.60
TOP CHORD plate grip DOL=1.60
Structural wood sheathing directly applied or 6-0-0 oc 2)Plates checked for a plus or minus 0 degree
pudins.T
BOT CHORD rotation about its center.
3)This truss has been designed for a 10.0 psf bottom
Rigid ceiling directly applied or 9-6-15 oc bracing. chord live load nonconcurrent with any other live
MiTek recommends that Stabilizers and required loads.
cross bracing be installed during truss erection,in 4)'This truss has been designed for a live load of
accordance with Stabilizer Installation ouide. 20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall b 2-0-0 wide will fit between the
9 Y I
REACTIONS. (lb/size) bottom chord and any other members.
4 = 178/Mechanical 5)Refer to girder(s)for truss to truss connections.
2 = 582/0-10-15 (min.0-1-8) 6)Provide mechanical connection(by others)of truss
5 = 349/Mechanical to bearing plate capable of withstanding 156 lb uplift lat
Max Horz joint 4,442 lb uplift at joint 2 and 188 lb uplift at joint's.
2 = 236(LC 4) 7)Hanger(s)or other connection device(s)shall be
Max Uplift provided sufficient to support concentrated load(s)105
4 = -156(LC 4) lb down and 23 lb up at 14-9,105 lb down and 23 lb
2 = -442(LC 4) up at 1-4-9,53 lb down and 59 lb up at 4-2-8,53 lbil
5 = -188(LC 8) down and 59 lb up at 4-2-8,and 91 lb down and 119
Max Grav lb up at 7-0-7,and 91 lb down and 119 lb up at 7-0-7
4 = 178(LC 1) on top chord,and 42 lb down and 68 lb up at 14-9,1
2 = 582(LC 1) 42 lb down and 68 lb up at 1-4-9,28 lb down and 16
5 = 349(LC 1) lb up at 4-2-8,28 lb down and 16 lb up at 4-2-8,and
48 Ib down and 37 lb up at 7-0-7,and 48 lb down and
FORCES. (lb) 37 Ib up at 7-0-7 on bottom chord. The
Max.Comp./Max.Ten.-All forces 250(lb)or less except design/selection of such connection device(s)is the
when shown. responsibility of others.
TOP CHORD 8)In the LOAD CASE(S)section,loads applied to the
2-14=-858/442,14-15=-782/452, face of the truss are noted as front(F)or back(B). I
3-15=-774/453
BOT CHORD
2-17=-571/787,17-18=-571/787, LOAD CASE(S)
7-18=-571/787,7-19=-571/787, Standard
6-19=-571/787 1)Dead+Roof Live(balanced):Lumber Increase=t.25
WEBS ,Plate Increase=1.25
3-6=-828/601 Uniform Loads(pli)
Vert:1-4=-70,5-11=-20
Concentrated Loads(lb)
Vert:16=-67(F=-34,B=-34)17=80(F=40,B=40)
18=-5(F=-2,B=-2)19=-88(F=-44,B=A4)
i
imu]FI •nunQirren'Gx.1'1lJ ,itrif3 SI7�eff3/1fU156.96nIK'AS!9SiGY"t0'r3)SD'6:ilrC"e1Eii•Yr¢)oa,tapracantNrnlq� aYil tttuipOmur��,`and0t/tn j1 iMi5;r Irhr SIMtAgtu:klra e�tnu cJd Ri riO,r!j '
.: yd!i¢mdrtJlmJi¢dktseik aeiL9nl��at Jseinr��:sgt Et a(i,.Siemf7 hpt�'D.fslpoq,l0,rgrzuC3BtGet9K10mr0.hrt,ImliepeYrtyl.rrauui fxhkppd0t sdsierm igeLJd�ILICO zaJ afrtlFFl..iiznupel n,I y.eLL•SnFwhSi _:.Anthodl T_TDi6(0MiRE::
ai ned0m uWrm�t�Irl9 ine,nr'vr. dMC+N_wC*m�akArd grenC lw1im90n�er i!@;IudMAnz��W 1Mloslb7fq:,d tt/1F41 IteR„ndaer r00 imjfeui dnii :odeJni %La r:(tshr 5w-nl4mar idf,kt i td.:.
o,aajo-s�clpa•tcntam ee•riunlo .i)De1rtGrJi Jpx�etin;wt�rk�mssdiut d�an!srii��orn i51'AmJiln aiW.rysapiLiee_tfF114rosn.,,req ski uid.�nirdlLt s�ovpr;finseGp"hrrK�dinssrmna,!.�zisi: 445iSt$L�de.6lvd,
ineinzJdadl,raogl,zp¢1ppnGx�halpmtthefgl_tie[nssUrrabr®iuENlnegtiurOtilixrxLu4nes[eidwatryN1!ig.iNrtpaCN'rtx,ertiJeB¢I RFI. r ��
.Foit::Pieet FL I:... .40
(ippigit(D 9016 A:I R of houzs,-kldaoyi T.mha ilf,'f.F Reoioiogix dMidwoment,in 6up larm,;s piohbit4 dhput 16e infien peimisiigo(rcoi A t i at frasuf„Apikooy!T cho IIf;Pf;
I
Job Truss Truss Type Qty Ply
XCAS5512CB J2 Jack-Open 2 1 A0083560
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@aitruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:31 2017 Page 1
I D:dYwLuKW3rbWAGKsFhMWafyykfaB-3FpJsTr99Yep95XeFwzMfILoZUOKS3FCCY?VyyiK4c
-1-6-0 2-0-0
1-6-0 2-0-0
3
5.00 12
0
2 0
T1 cp
1.5x4 II
131
1
4
3x4=
2-0-0
2-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 8 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 8 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:13 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x6 SP No.2 to bearing plate capable of withstanding 42 lb uplift at
OTHERS 2x4 SP No.3 joint 3 and 147 lb uplift at joint 2.
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc LOAD CASE(S)
purlins. Standard
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing. -
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 44/Mechanical
2 = 234/0-6-0 (min.0-1-8)
4 = 6/Mechanical
Max Horz
2 = 84(LC 8)
Max Uplift
3 = -42(LC 12)
2 = -147(LC 8)
Max Grav
3 = 44(LC 1)
2 = 234(LC 1)
4 = 32(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DO L=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
Yniy-fWsetlm,purrnr.ru'11IOuf tiCS3,4 d�>Fi3t1t'ULt6l�1o9kAi(4fiGly"t7!'d):IYxCet(Peei?4T Garrrtrh rp pry vrts euul ,uhrinnle pWermrpPJ;'gMWkDajl.i,xk 6,r 4'xe�SlettMn ni Ezra Cx:iu cae/nei fEO,ufr
i+d,lamn,rkhs uN ii /rxkiooni,ax is tu,oga fy��(.s.ir r6p..�n s�u.�.m^rye-m®,crr ��+r�+,ma,y ity eaa>x/v�deewpe ras tyefa:m�mo wrm rrfti asy,�v ct l�rh swnr!a7. ;:.Mthcny i.'Tomtio III,.P E.
w�da ssFxs 1;ia 1 m rr c rdm c Me c« rm cdixgo wtr�nn;aa, irme mat In u�xtciaa a/mt i yr�,atk ton 1 yNdarA r a,sdt 3�aar i rash[fiwolLuayLWk tx y aara 80083
o,aar�a, as:hlaxwmrr:d�dostodx�aeucIredslkl ,tyaa¢4rykh ptsnrlsglirnalSSJeiia iai�aPuR Ple�xsRrxry n;NkM,dnlaCrr.NsoGrt,rpnuirs:uume;,uss
44515 u t.L :e6W,
igerin4hrelkr,unM yua�yaYrlGy lr Rl ryLer lurlr�;tkrrrsD.cp[yonjnEltlrrlliy U,iipH xhxs;SplesC,re!al!nirh,l6,y_.11li/ �td•sm�ildm/sRtl:
- 'Forf.Pierce;fL 34445
Gp""pighi��016 A I i ai Lnisei-,Geih�ayLTcnSs 111;PE,Rs.icdonixtir this dnmmeet;in any rorw,is pioh�gzd rrafioatrtie�nmm pri®istiae Gem l I loot rmsur-AgtGonyi i:r.5o;l(9.E
I
t
Job Truss Truss Type Qty Ply
XCAS5512CB J2A Jack-Open 1 1 A0083561
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@a1truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:32 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-XRNh3psnwrmgmF6gpeUbCVuO?uMDBW VMRC13FPyiK4b
2-0-0
2-M
5.00 FUT 2
T1
1 O
m
B1
i
3
3x4=
2-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 6 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 I>999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MP Weight:8 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOA CHORD 2x6 SP No.2 to bearing plate capable of withstanding 24 lb uplift at
BRACING- oint 1,47 lb uplift at joint 2 and 12 lb uplift at joint 3.
TOP CHORD j p / p �
Structural wood sheathing directly applied or 2-0-0 oc
puriins. LOAD CASE(S)
BOT CHORD Standard
• Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation guide.
i I
REACTIONS. (lb/size)
1 = 89/0-6-0 (min.0-1-8)
2 = 53/Mechanical
3 = 36/Mechanical
Max Horz
1 = 51(LC 12)
Max Uplift
1 = -24(LC 12)
2 = -47(LC 12)
3 = -12(LC 12)
Max Grav
1 = 89(LC 1)
2 = 53(LC 1)
3 = 45(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right f
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)•This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
Pny-Flav�mepllrre:a hz ilia.-.UCSS3"SF18"�-[i311i?W56r�id7L;151d{SPAIj M-d'j:lY[hYlFOeIL'irhn laHr k�,P .gnr Wlurud-simstnip7n mr(I0."�;.111e 4CojL6slt&;! lru,,s'inire.w erm i :iR milame rrn,,ai
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ol'ijdreiT.
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J
Job Truss Truss Type Qty ply
XCAS5512CB J3 JACK-OPEN 2 1 A0083562
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:32 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-XRNh3psnwrmgmF6q peUbCVuzJuMYB W VMRC13FPyiK4b
-1 NO 2-0-12
1 6-0 2-0-12
3
5.00 12
2 Ti a
1.5x4 11
B1' 1
4
3x4=
2-0-12
2-0-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 8 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 8 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MP Weight:13 Ill FT=0
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection others)BOT CHORD 2x6 SP No.2 b( yh )of truss
OTHERS 2x4 SP No.3 to bearing plate capable of withstanding 43 lb uplift at
BRACING- joint 3 and 147 lb uplift at joint 2.
TOP CHORD
Structural wood sheathing directly applied or 2-0-12 oc E LOAD CAS S
purlins. f )
BOT CHORD Standard
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 = 44/Mechanical
2 = 234/0-8-0 (min.0-1-8)
4 = 6/Mechanical
Max Horz
2 = 85(LC 8)
Max Uplift
3 = -43(LC 12)
2 = -147(LC 8)
Max Grav
3 = 44(LC 1)
2 = 234(LC 1)
4 = 32(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
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Fort.Pierce,FL;34946
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Job Truss Truss Type city Ply
XCAS5512CB J5 Jack-Open 4 1 A0083563
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 312016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:32 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-XRNh3psnwrmgmF6gpeUbCVuu2uGl BWVMRC13FPyiK4b
i -1-6-0 p-9-q 5:0
' 1-6-0 9 4-3-0
5.00 V2 4
i
3x3 11
0
3 0
1.5x4 II 2
1
8 5
3x4= m
1.5x4 132
I
7 6
1-2A3 II
0-9-0 3 1 D-0
0-5-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.09 7 >644 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.11 6 >545 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.17 5 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-MR Weight:27 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2`Except' 20.Opsf on the bottom chord in all areas where a
133:2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the
OTHERS 2x4 SP No.3 bottom chord and any other members.
BRACING- 5)Refer to girder(s)for truss to truss connections.
TOP CHORD 6)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 5-0-0 oc to bearing plate capable of withstanding 126 lb uplift at
purlins. joint 4 and 153 lb uplift at joint 2.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required LOAD CASE(S)
cross bracing be installed during truss erection,in Standard
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
4 = 159/Mechanical
2 = 352/0-8-0 (min.0-1-8)
5 = 50/Mechanical
Max Horz
2 = 158(LC 12)
Max Uplift
' 4 = -126(LC 12)
2 = -153(LC 8)
Max Grav
4 = 159(LC 1)
_ 2 = 352(LC 1)
5 = 80(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except j
when shown.
TOP CHORD
2-3=-339/67
BOT CHORD
2-8=-254/363
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its renter.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
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n a r m r� 1 r 46
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;XCA;S55�12�CB �R
Truss Type Qty ply
Jack-Open 6 1 A0083564
Job Reference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:33 2017 Page 1
I D:dYwLuKW3rb WAGKsFhM Wafyykfa8-?dx4H9tPg9uXOPhONLOgljR2Yl W RwzlVgrUcnryiK4a
1 6-0 7-0-0
1-6-0 7-0-0
3
Dead Load Dell.=3/16 in
5.00 12
0
of
o �
N
2
1.5x4 II
1
6 d
4_ 4
7-0-0
7-M
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.22 4-8 >372 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.32 4-8 >260 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 Matrix-MP Weight:26 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30
6)Provide mechanical connection others)BOT CHORD 2x4 SP No.2 b( yth )of truss
OTHERS 2x4 SP No.3 to bearing plate capable of withstanding 176 lb uplift at
BRACING- joint 3 and 174 lb uplift at joint 2.
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S)
BOT C
purTCHORD Standard
Rigid ceiling directly applied or 7-6-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 212/Mechanical
2 = 429/0-8-0 (min.0-1-8)
4 = 88/Mechanical
Max Horz
2 = 210(LC 12)
Max Uplift
3 = -176(LC 12)
2 = -174(LC 12)
Max Grav
3 = 212(LC 1)
2 = 429(LC 1)
4 = 129(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;C-C for members and forces 8,MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
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4Q51.St,Wct :BlA,.
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1
Job Truss Truss Type Oty Ply
XCAS5512C6 RA Jack-Open 21 1 A0083565
Jab Reference(opt n,
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:33 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-?dx4H9tPg9uXOPhONLOgljR481adwzlVgrUcnryiK4a
4-6-0 7-0-0
1-6-0 7-0-0
3
Dead Load Defl.=1/16 in
5.00 12
i
0
rn
N
A1.5x4 II 2 1
l 61 I
e tr
tr tr
46= 4
7-0-0
7-0-0
Plate Offsets(X,Y)— [2:0-0-8,0-1-2)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 4-8 1>898 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.12 4-8 1>690 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 3 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-MP Weight:33 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 4) This truss has been designed for a live load of
OTHERS 2x4 SP No.3 20.Opsf on the bottom chord in all areas where a
WEDGE rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Left:2x4 SP No.3 bottom chord and any other members.
BRACING- 5)Refer to girder(s)for truss to truss connections.
^ TOP CHORD 6)Provide mechanical connection(by others)of truss
ructu to bearing plate capable of withstanding 170 lb uplift at
Sttural wood sheathing directly applied or 6-0-0 oc
St r joint 3,167 lb uplift at joint 2 and 14 lb uplift at joint 4.
BOT CHORD
. Rigid ceiling directly applied or 10-0-0 oc bracing.
LOAD CASE(S) 1
MiTek recommends that Stabilizers and required Standard
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation uide.
i
I
REACTIONS. (lb/size)
3 = 194/Mechanical
2 = 429/0-8-0 (min.0-1-8)
4 = 107/Mechanical
Max Horz
2 = 210(LC 12)
Max Uplift
3 = -170(LC 12)
2 = -167(LC 12)
4 = -14(LC 12)
Max Grav
3 = 194(LC 1)
2 = 429(LC 1)
4 = 148(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
c DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
I
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PXCA;S55�12�CB �JM
Truss Type Qty Ply
Roof Special 3 Tob
A0083566
ference(optional)
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:34 2017 Page 1
ID:dYwLuKW3rb WAGKsFhM Wafyykfa8-Tq USUVt1 RTOOOYGCx3X3HwzDxhzsfQ?fuVE9JHyiK4Z
11
0
5-10-0 7-0-0
1-6-0 5-10-0
3x4=
4x4 11 Dead Load DeB.=1116 in
3 4
5.00 12 `
W2 n
r
i N
2
1.5x4 II
1
s
e & 5
6 2x4 II
3x8 11
3-6-0 7-0-0
3-6-0 3-0-0
Plate Offsets(X,Y)- [3:0-2-0,Edge1,[4:0-3-6 0-1-41 [6:0-4-8 0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.06 5-6 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.15 5-6 >514 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MR Weight:32 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 5)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BRACOTHERS 2x4 SP No.3 bottom chord and an other members.
TOP CHORD 6)Refer to girder(s)for truss to truss connections.
Structural wood sheathing directly applied or 6-0-0 oc 7)Provide mechanical connection(by others)of truss
purlins, except end verticals. to bearing plate capable of withstanding 190 lb uplift at
BOT CHORD joint 6 and 139 lb uplift at joint 5.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required LOAD CASE(S)
cross bracing be installed during truss erection,in Standard
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 = 431/0-8-0 (min.0-1-8)
5 = 278/Mechanical
Max Horz
6 = 165(LC 12)
Max Uplift
6 = -190(LC 8)
5 = -139(LC 12)
Max Grav
6 = 431(LC 1)
5 = 278(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(Ib)or less except
when shown.
TOP CHORD
3-4=-221/308,4-5=-240/379,
2-6=-379/642
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;
Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
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zti,udmr hr ,klfuguaralavw.;lez7 noC.uisuairdi;mermLyyNpa.uR„>yra.w.43eICmsN4dNrulafa,lNlra9t'Ni1cNl,Jaiar3iLL.es'te ,,sha,gadnts4,e, :isia �6ac7iNE46t spn.a.s;d �;i3i1083
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Job Truss Truss Type Qty 731iolb
XCAS5512CB RFG01 GABLE 1 A0083567
Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:35 2017 Page 1
ID:dYwLuKW3rbWAGKsFhMWafyykfa8-x02ghrugCmBEdirPUm2lg8 WLS5HIOfFo79zjrkyiK4Y
5-7-12 10-104 13:-15
5-7-12 5-2-8 2-8-11
x6=
2 Dead Load DeFl.=3/16 in
T x
T
YV1 T 3x311 0
48= 5 0
• T 4
T
Etl m
N r
Li 81 x I
24 3x6 11 25 8 26 27 7 28 29
3x8 II JUS24 JUS24 7x10— JUS24 JUS24 �THDH28-3 7x106
JUS24 Special JUS24
5-7-12 10-104 13�-15
5-7-12 5-2-8 2-8-1i1
Plate Offsets(X,Y)— [1:0-2-12,0-1-81,[4:0-3-0,0-2-01,[6:Edge,0-5-0,[7:0-6-4,0-0-01,[8:0-5-0,0-5-01,[9:0-5-4,0-1-81,[17:0-1-14,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.13 7-8 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.25 7-8 >637 240
BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 Matrix-MSH Weight:364 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES- 14)Use USP JUS24 nth 10d nails into Girder$10d
WEBS 2x4 SP No.3`Except
BOT CHORD 2x4 SP 2400F 1.8E 1)3-ply truss to be connected together with 10d nails into Truss)or equivalent spaced at 3-0-0 oc max.
W1,W7:2x6 SP No.2,W2:2x4 SP No.2 (0.131"x3")nails as follows: starting at V134 from the left end to 12-3-4 to connect
OTHERS 2x4 SP No.3 Top chords connected as follows:2x6-2 rows truss(es)CO2(1 ply 2x4 SP)to back face of bottom
BRACING- staggered at 0-9-0 oc,2x4-2 rows staggered at 04-0 chord.
TOP CHORD oc. 15)Fill all nail holes where hanger is in contact with
Structural wood sheathing directly applied or 6-0-0 oc Bottom chords connected as follows:2x8-3 rows lumber.
purlins, except end verticals. staggered at 0-5-0 oc. 16)Hanger(s)or other connection device(s)shall be
BOT CHORD Webs connected as follows:2x4-1 row at 0-9-0 oc. provided sufficient to support concentrated load(s)218
2)All loads are considered equally applied to all plies, lb down and 186 lb up at 0-2-12,201 lb down and 114
Rigid ceiling directly applied or 10-0-0 oc bracing. except if noted as front(F)or back(B)face in the lb up at 2Z2,821 lb down and 500 lb up at 4-4-12,
REACTIONS. (lb/size) LOAD CASE(S)section.Ply to ply connections have 821 lb down"and 500 lb up at 5-10-4,201 lb down and
9 = 5939/Mechanical been provided to distribute only loads noted as(F)or 114 lb up atl 7-104,and 210 lb down and 186 lb up at
(B),unless otherwise indicated. . 9-10-4,and,349 lb down and 184 lb up at 10-8-8 on
6 = 8911/0-5-0 (min.0-2-7) 3)Wind:ASCE 7-10;Vult=170mph(3-second gust) top chord,and 807 lb down and 341 lb up at 11-3-4
Max Harz Vasd=132mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft; on bottom chord. The design/selection of such
9 = 242(LC 8) Cat.11;Ex C;Encl.,GC i=0.18;MWFRS(envelope) connection devices Is the responsibility of others.
Max Uplift p p ( p ) ( ) p h
9 = 2930(LC 4) gable end zone;cantilever left and right exposed
6 = 4159(LC 9) Lumber DOL=1.60 plate grip DOL=1.60
Max Grav 4) Truss designed for wind loads in the plane of the LOAD CASE(S)
9 = 5939(LC 1) truss only. For studs exposed to wind(normal to the Standard
6 = 8911(LC 1) face),see Standard Industry Gable End Details as 1 1)Dead+Roof Live(balanced):Lumber Increase=1.25
applicable,or consult qualified building designer as ,Plate Increase=1.25
FORCES. (lb) per ANSI/TPI 1. Uniform Loads(plf)
Max.Comp./Max.Ten.-All forces 250(lb)or less except 5)Provide adequate drainage to prevent water Vert:1-3 -70,4-5=-70,6-9=-20
when shown. ponding. Concentrated Loads(lb)
TOP CHORD 6)All plates are 1.5x4 MT20 unless otherwise Vert:1=-218 3=-268 7=-5281(F)8=807(13)2=-821
1-9=-5094/2613,1-20=-6790/3259, indicated. 20=-201 21=-821 22=-201 23=210 24=-807(B)
20-21=-6790/3259,2-21=-6790/3259, 7)Plates checked for a plus or minus 0 degree 25=-807(B)26=-807(B)27=807(B)28=-807(B)
2-22=-346/240,22-23=-346/240, rotation about its center. 29=-807(B)
3-23=-346/240,4-7=-1776/4345, 8)Gable studs spaced at 2-0-0 oc.
3-4=-613/443,4-5=-1623/762, 9)This truss has been designed for a 10.0 psf bottom
5-6=-372/239 chord live load nonconcurrent with any other live
BOTHORD loads.
9-224—51 2773,24-25=-351/273, 10) This truss has been designed for a live load of
8-25=-351/273,8-26=-6894/14854, 20.Opsf on the bottom chord in all areas where a
26-27=-6894/14854,7-27=-6894/14854, rectangle 3-6-0 tall by 2-0-0 wide will fit between the
7-28=-6986/14963,28-29=-6986/14963, bottom chord and any other members.
6-29=-6986/14963 11)Refer to girder(s)for truss to truss connections.
WEBS 12)Provide mechanical connection(by others)of truss
1-8=-3795/7938,2-8=-90/813, to bearing plate capable of withstanding 2930 lb uplift
4-6=-14605/6818,2-4=-7083/3429, at joint 9 and 4159 lb uplift at joint 6.
4 8=-8301/3697 13)Use USP THDH28-3(With 16d nails into Girder'&
16d nails into Truss)or equivalent at 10-7-14 from the
left end to connect truss(es)RFG02(3 ply 2x6 SP)to
front face of bottom chord.
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Job Truss Truss Type Qty Ply
XCAS5512CB RFGO2 Flat Girder 1
A0083568
3 Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@a1 truss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu Aug 31 13:54:36 2017 Page 1
I D:dYwLuKW3rbWAGKsFhM Wafyykfa8-PCcCvBviz4G5FsQb2UZXML3dEVZV781 yMpjGOAyiK4X
5-4-14 10-9-12
5-4-14 54-14
Special
x6— 1.5x4 II 4x = Dead Load Dell.=1/8 in
2
Ci
W1 W3
4
II
` 13 14 5 15 16
6 ` MUS26 MUS26 7x8— MUS26 MUS26 4
3x6 11 — 3x6 11
MUS26
5-4-14 10-9-12
5-4-14 54-14
Plate Offsets(X,Y)— [1:0-3-0,0-2-12],[4:0-4-0,0-1-8],[5:04-0,0-4-12],[6:04-4,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.07 4-5 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.15 4-5 >849 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Weight:228 lb FT=0
LUMBER-
TOP CHORD 2x4 SP No.2 2)All loads are considered equally applied to all plies,
BOT CHORD 2x6 SP No.2 except if noted as front(F)or back(B)face in the
WEBS 2x4 SP No.3`Except' LOAD CASE(S)section.Ply to ply connections have LOAD CASE(S)
W1:2x6 SP No.2 been provided to distribute only loads noted as(F)or Standard
BRACING- (B),unless otherwise indicated. 1)Dead+Roof Live(balanced):Lumber Increase=1.25
TOP CHORD 3)Wind:ASCE 7-10;Vult=170mph(3-second gust) Plate Increas(1.25
Structural wood sheathing directly applied or 6-0-0 oc Vasd=132mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft; Uniform Loads plf)
pur ins, except end verticals. Vert:1-3=-70,4-6=-20
BOT CHORD Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Concentrated Loads(lb)
Rigid ceiling directly applied or 10-0-0 oc bracing. gable end zone;cantilever left and right exposed;end Vert:5=-1597(F)1=-303(F)3=-321 7=-212 8=-201
vertical left exposed;Lumber DOL=1.60 plate grip 9=-282 10=-282 11=-201 12=215 13=1594(F)
REACTIONS. (lb/size) DOL=1.60 14=-1597(F)15=-1593(F)16=-1589(F)
6 = 5625/0-7 4 (min.0-2-3) 4)Provide adequate drainage to prevent water
pond4 = 5301/Mechanic 5)P
al latg.
Max Horz 5)Plates checked for a plus or minus 0 degree
6 = -225(LC 6) rotation about its center.
Max Uplift 6)This truss has been designed for a 10.0 psf bottom
6 = 3135(LC 4) chord live load nonconcurrent with any other live
loads.
4 = -2311(LC 5)
Max Grav 7) This truss has been designed for a live load of
6 = 5625(LC 1) 20.0psf on the bottom chord in all areas where a
4 = 5301(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the _
bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except 9)Provide mechanical connection(by others)of truss
when shown. to bearing plate capable of withstanding 3135 lb uplift
TOP CHORD at joint 6 and 2311 lb uplift at joint 4.
1-6P CHO/2558,1-7=4734/1946, 10)Use USP MUS26(With 10d nails into Girder 8 10d
1-8=-4734/1946,8-9=-4734/1946, nails into Truss)or equivalent spaced at 2-0-0 oc max.
2-9=-4734/1946,2-10=-4734/194, starting at 1-1-12 from the left end to 9-1-12 to connect
10-11=-4734/1946,11-12=-4/1946,46, truss(es)A05(1 ply 2x4 SP),A04(1 ply 2x4 SP),A03
3-12=-4734/1946,3-4=-4009/1847 S ply 2x4 ply 2x4 SP),A01 G(1 ply 2x6
WEBS SP)to frontt face of of boo ttom chord.
1-5=-2364/5779,2-5=-1328/803, 11)Fill all nail holes where hanger is in contact with
3-5=-2364/5749 lumber.
12)Hanger(s)or other connection device(s)shall be
NOTES- provided sufficient to support concentrated load(s)908
1)3-ply truss to be connected together with I Od Ib down and 921 lb up at 0-2-12,212 lb down and 184
(0.131"x3')nails as follows: Ib up at 1-O-0,201 lb down and 114 lb up at 3-0-0, _
Top chords connected as follows:2x6-2 rows 282 lb down and 119 lb up at 5-0-0,282 lb down and
staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 119 lb up at 6-2-8,201 lb down and 114 lb up at
Bottom chords connected as follows:2x6-2 rows 8-2-8,and 215 lb down and 188 lb up at 10-2-8,and
staggered at 0-5-0 oc. 321 lb down and 188 lb up at 10-8-0 on top chord.
Webs connected as follows:2x4-1 row at 0-9-0 oc. The design/selection of such connection device(s)is
the responsibility of others.
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i
Job Truss Truss Type Qty Ply
A0083569
XCAS5512CB V02 Valley 2 1
Job Reference o tional
Al Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 312016 MiTek Industries,Inc. Thu Aug 31 13:54:36 2017 Page 1
ID:dYwLuKW3rbWAGKsFhM Wafyykfa8-PCcCvBvIz4G5FsQb2UZXML3jMVkg7JUyMpjGOAyiK4X
2-0-0
2-0-0
5.00 V2
2
i
• T
1
a
d
3
I
2x4
I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Bearing atjoint(s)2 considers parallel to grain value
BOT CHORD 2x4 SP No.2 using ANSI/TPI 1 angle to grain formula. Building
TOP CHORD designer should verify capacity of bearing surface.
Structural wood sheathing directly applied or 2-0-0 oc 7)Provide mechanical connection(by others)of truss i
pudins. to bearing plate capable of withstanding 19 lb uplift at
BOT CHORD joint 1 and 39 lb uplift at joint 2.
+ Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required LOAD CASE(S)
cross bracing be installed during truss erection,in Standard
accordance with Stabilizer Installation guide.
•REACTIONS. (lb/size)
1 = 56/1-11-6 (min.0-1-8)
2 = 44/1-11-6 (min.0-1-8)
3 = 12/1-11-6 (min.0-1-8)
Max Horz
1 = 33(LC 12)
Max Uplift
1 = -19(LC 12)
2 = -39(LC 12)
Max Grav
1 = 56(LC 1)
2 = 44(LC 1)
3 = 25(LC 3)
i
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)
Vasd=132mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;
Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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Job Truss Truss Type Q ty Ply
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XCAS5512CB VO4 Valley 1 1 �Job Reference(optional) A00835�O
At Roof Trusses,Fort Pierce,FL 34946,design@altruss.com Run:8.020 s Aug 31 2016 Print:8.020 s Aug 31 2016 MiTek Industries,Inc. Thu-Aug 31 13:54:36 2017 Page I
I D:dYwLuKW3rbWAGKsFhM Wafyykfa8-PCcCvBvlz4G5FsQb2UZXML3fCVjL7JUyMpjGOAyiK4X
4-0-0
4-0-0
2
5.00V2 1.5x4
91
W1
I U
131
Ll
6
3
2x4 1.5x4 II
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-P Weight:13 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 48 lb uplift at
WEBS 2x4 SP No.3
BRACING- joint 1 and 82 lb uplift at joint 3.
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc LOAD CASE(S)
purlins, except end verticals.
BOT CHORD
Standard
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 = 13913-11-6 (min.0-1-8)
3 = 139/3-11-6 (min.0-1-8)
Max Horz
1 = 81(LC 12)
Max Uplift
I = -48(LC 12)
3 = -82(LC 12)
Max Grav
I = 139(LC 1)
3 = 139(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less except
when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=l 70mph(3-second gust)
Vasd=1 32mph;TCDL=5.Opsf,,BCDL=5.Opsf;h=25ft;
Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members,
�lti Ip,oviwu wait Tfw,i mmos
Anthony T�To�,)156.11E
1 P. .
80083
451 St,Ltide 61vd.
Foit Pierce,FL.,34046
III,P1
JANUARY 17, 2017 TYPICAL HIP/ KING JACK CONNECTION STDTLOI
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
-- and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946 Attach King Jack w/(3) 6d Toe
772 a°s-1°1° Nails @ TIC & 24" Strap w/(6)
10d x 1.5" ea. end @ BC
Attach Corner Jack's
Attach End Jack's w/ (2) 16d Toe Nails @ TIC &
w/(4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC BC (Typ)
0
1
ti
ttach Corner Jack's
/ (2) 16d Toe Nails,
@ TC & BC (Typ)
I
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i
FEBRUARY 17,2017 ALTERNATE GABLE END BRACING DETAIL STDTL03
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48'
(SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH
TRUSSSES @ (4) - 16d NAILS, AND ATTACHED TO
24' O.C. BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
"—" -OOF T""
A-1 R R
� PURLIN WITH TWO 16d NAILS.
USSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946 2X4 PURLIN FASTENED TO FOUR
772409-1010 TRUSSES WITH (2) - 16d NAILS
1' - 3' MAX. \ EACH. FASTEN PURLIN TO BLOCKING
\ W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
OIAG. BRACE THE TRUSSES SUPPORTING THE
AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON
IF NEEDED _ \ EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH ENO. ATTACH
\ \ ❑IAGONAL BRACE TO BLOCKING WITH
IT I5 THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS. t. rc'
ENO WALL CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE STRUCTURAL
FOLLOWING NAIL SCHEDULE. GABLE TRUSS
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS.
NAILING SCHEDULE: VERTICAL
- FOR WIN❑ SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED 6' D.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-68, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
/ AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD
STRUCTURAL / AN ADEQUATE ❑IAPHRAGM OR OTHER METHOD OF BRACING
GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS ❑ETAIL IS FOR
VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
— I f
I
I
I
JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
s THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
I� ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
.� DRAWING FOR UPLIFTS.
Aj
NOTE:THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24'O.C.OR LESS.
' A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772-409-1010
I
I
PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2'X 8'
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR TEE-LOCK MULTI-USE CONNECTION PLATES SPACED 48'O.C. PLATES
ADDITIONAL PIGGYBACK TRUSS INFORMATION. SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48'O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR(4)6d(1.5 X 0.099')NAILS INI,EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS.AT EACH 2-X 8-TEE-LOCK MULTI-USE
CONNECTION PLATE.(MINIMUM OF 2 PLATES)
I
i
i
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
i
i
i
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
I
I
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-
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i
JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X 0.131'=10d
1� a
� 2. WOOD SCREW=4.5'WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES(24'O.C.MAXIMUM)AND
SECURE TO BASE TRUSSES AS PER DETAIL'A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01.
4451 ST_LUClE BLVD. GABLE END COMMON ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C.
,
FORT PIERCE,FL 34946 TRUSS,OR GIRDER
772.409-1010 TRUSS
---I --
II II II 11 II II 11 II--—
II II
II II II 11 II II II II II II
1 I II 11 11 11 II II II II
II 11 I II II I
II II H II II 11 II II
II II 11 II II 11 II II
I I II 11 II 11 11 II
11 II it 11 II 11
Ij 1� II II II II
1 11 II I I
I
II II 1�
BASE TRUSSES
VALLEY TRUSS
(TYPICAL) I�
P 12 VALLEY TRUSS GABLE END,COMMON
(TYPICAL) TRUSS,OR GIRDER TRUSS
SEE DETAIL'A'
BELOW(fYP.)
TRUSS CRITERIA:
SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH
W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-10: 170 MPH
NAILS 6'O.C. MAX MEAN ROOF HEIGHT=30 FEET
ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE:1.60
MAX TOP CHORD TOTAL LOAD=50 PSF
ATTACH 2X4 CONTINUOUS#2 MAX SPACING=24'O.C.(BASE AND VALLEY)
SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45(1/4-X 4.5")WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
.. .:Yvr:��tls¢�•w�:lrtr!iry�,'t�169J(II�..>�.E.'1'I,wA?Ii:txlYSd{plpi��(Mi`IS:7�iSidtYfIGY(iT'�a.klh Gsi{i}ernr3ri al!!iiwxiwdsit7a5i hiyr:kt.a),AD)mfW ftawt.li¢ia9,t!.t4H�2;kaJtls.ne.ta'2no'ffi'sizsGta4196:dr� �... •. ,.. �. .
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GpylyAlm:20IGA•lioa`Trusut Aathcmll.Tacc,`,elll,P.L 4prtdxittaeelt�$du;aa`ent,iana,feral,is�tliEilydx�boslMeni3teapsnissianfrazAl&olJhes{ds•/nth.nti fecFalll,P.E.;,,„•,;,, :''
JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL06
' GENERAL SPECIFICATIONS:
al 1. NAIL SIZE=3'X 10.131-=10d
�I
2.WOOD SCREW=3'WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES 24'O.CI MAXIMUM AND SECURE PER DETAIL
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
-�' 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
t �
TO THE RAKE DIMENSION OF THEE VALLEY TRUSS SPACING.
.. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01.
4451 ST.LUCIE BLVD. GABLE END,COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
FORT PIERCE,FL 34946 TRUSS,OR GIRDER
772-409-1010 TRUSS
I
I I II__ ___
II II T II II II 11 II II
11 II 11 II II II II II II II
I I 11 II II 11 11 11
II 11 11 II II 11 II II II
11 11 11 II II II II II
11 11
11 11 11 II 11 �I II
II II II 11 11 11
I II II 11 II i
II II II �i II
II Ij II II
it
II II II ,
VALLEY TRUSS II 11 BASE TRUSSES
(TYPICAL) li 7
i
GABLE END,COMMON
TRUSS,OR GIRDER
P 1-2 VALLEY TRUSS TRUSS
(TYPICAL)
i
I
i
SEE DETAIL'A'
BELOW(TYP.)
II
SECURE VALLEY TRUSS !I
W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH
NAILS 6'O.C. WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT=30 FEET
ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12
CATERGORY 11 BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: ..60
ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 PSF
SYP TO THE ROOF W/TWO USP I
MAX SPACING=24-�O.C.(BASE AND VALLEY)
WS3(1/4-X 3-)WOOD SCREWS MINIMUM REDUCED,DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
i
DETAIL A
(NO SHEATHING)N.T.S.
i RP'Jir±sn.'LII�GLIY'iSLiffmm hh ... .. ,ak{, � .
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I
JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07
HIGH WIND VELOCITY
NOTE:VALLEY STUD SPACING NOT TO
�.. EXCEED 48"O.C.SPACING.
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772409-1010
ATTACH VALLEY TRUSSES TO LOWER TRUSSES
WITH USP RT7 OR EQUIVALENT.
WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT=30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:1.60
MAX TOP CHORD TOTAL LOAD=50 PSF
MAX SPACING=24"O.C.(BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED
BOTTOM CHORD BOTTOM CHORD
0
o�
FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO
CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH
TO EITHER FACE. EXCEEDS 6/12(MAXIMUM
12112 PITCH)
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I
FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08
i
VERTICALV� 2X4
2X6 SP OR SPF
•: STUD #2 DIAGONAL
TYPICAL 2X4 L-BRACE BRACE
�i NAILED TO 2X4 VERTICALS
_ ■� W/lOd NAILS, 6' O.C. (4) - 16d
NAILS16d NAILS
VERTICAL SPACED 6' O.C.
STUD
(2) 10d NAILS
INTO 2X62X6 SP OR
SPF #2
SECTION B-B 2X4 SP OR
A-1 ROOF TRUSSES SPF #2
4451 ST,LUCIE BLVD. L HORIZONTAL
FORT PIERCE,FL 34946 NAILED TO
772409-1010 ERTICALS
TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - 10d NAILS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
FIRSTA Q TRUSSES AS NOTED.
VARIES TO COMMON TRUSS THE T ENAILWBLOCKING TOITRUSSES
* WITH (2) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IOd NAILS
A **
(4) 8d NAILS MINIMUM, ROOF
3X4= PLYWOOD SHEATHING TO SHEATHING
B 2X4 STD SPF BLOCK
9cDIAGONAL BRACING **L - BRACING REFER /
REFER TO SECTION A-A TO SECTION B-B 24' MAX.
r NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) -
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. --_
e ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM. /
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IOd NAILS SPACED 6' O.C. TRUSSES @ 24' O.C.
5. ❑IAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. IOd AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS I HORIZONTAL BRACE
RESPECTIVELY. (SEE SECTION A-A)
' 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
ENO WALL
MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL
SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT
AND GRADE 1/3 POINTS
MAXIMUM STUD LENGTH
;I
2X4SP#31STUD 12'0.C. 3-8-10 5-6-11 6.6-11 11-1-13
2X4 SP#31 STUD 16'O.C. 3-3-10 4-9-12 6-6-11 9-10-15
2X4 SP#31 STUD 24'O.C. 2-8-6 3-11-3 54-12 8-1-2
2X4 SP#2 12'O.C. 3-10-15 5-6-11 6-6-11 11-8-14
2X4 SP 92 16'O.C. 3-6-11 4-9-12 6-6-11 10-H
2X4 SP#2 24,O.C. 3-14 3-11-3 6-2-9 9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF ❑IAGONAL BRACE
WITH 10d NAILS G' O-C-, WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
9OX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT=30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
I
T-BRACE / I-BRACE DETAIL FEBRUARY 17,2017 WITH 2X BRACE ONLY STDTL09
" NOTES:
�i T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER 907 OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
..�.
A-1 ROOF TRUSSES
4451 ST.LUC1E BLVD.
FORT PIERCE,FL 3494,
772-409-1010
NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS
T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
2X4 OR 2X6 OR 2X8 10d 6' O.C. WEB SIZE 1 2
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / [-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
2X6 2X6 T-BRACE 2X6 I-BRACE
2X8 2X8 T-BRACE 2X8 I-BRACE
BRACE SIZE FOR TWO-PLY TRUSS
NAILS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE 1 2
} � F
2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE
SPACING
k
� 2X6 2X6 T-BRACE 2X6 I-BRACE
2X8 2X8 T-BRACE 2X8 I-BRACE
k
WEB T-BRACE / I-BRACE MUST BE SAME SPECIES
-A AND GRADE (OR BETTER) AS WEB MEMBER.
}
-A
T-BRACE
NAILS NAILS
WEB
NAILS WEB
I-BRACE T-BRACE
SECTION DETAILS
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FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCIATEO EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
C' NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
__.— _.. • TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST.LUCIE BLVD.
FORT PIERCE,FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORO, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENOS.
INSERT W00❑ SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0.131' X 3')
I
BLOCKING BEHIND THE VERTICAL (ATTACH 2X4 VERTICAL
WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD
NAILING THE STRONGBACK IFASTEN TO TOP AND WITH (2) #12 X 3'
BOTTOM CHORDIWITH WOOD SCREWS
(2) - 10d NAILS (0131' (0.216' DIA.)
X 3') IN EACH(CHORD
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' iX 3') EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
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TRUSS 2X6 4' - 0' WALL BLOCKING
STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS)
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THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) ;-
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
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FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11
J
NOTES:
1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
C 2. THE END DISTANCE, EDGE ❑ISTANCE, AND SPACING OF NAILS SHALL
___._......__ BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE,FL 34946
772-409-1010
TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO
PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW.
DIA SP DF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
.131 88.0 80.6 69.9 68.4 59.7
o .135 93.5 85.6 74.2 72.6 63.4
0
1n .162 108.8 99.6 86.4 84.5 73.8
ri
SIDE VIEW
(2X3) 2 NAILS
.128 74.2 67.9 58.9 57.6 50.3
z NEAR SIDE
0 .131 75.9 69.5 60.3 59.0 51.1
J
N 148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE
ri
VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW
APPLICABLE ❑URATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS
EXAMPLE: A NEAR SIDE NEAR SIDE
(3) - 16d NAILS (0162' ❑IA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE
3 (NAILS) X 84-9 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE
NEAR SIDE
ANGLE MAY ANGLE MAY ANGLE MAY
VARY FROM VARY FROM VARY FROM
30' TO 60' 30' TO 60' 30' TO 60'
45.00° 45.00°
45.00°
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FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12
TOE-NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
I
DIA. SP DF HF SPF SPF-S
Lo
z .131 59 46 32 30 20
O
J
.135 60 48 33 30 20
A-1 ROOF TRUSSES In
4451 ST.LUCIE BLVD. .162 72 58 39 37 25
FORT PIERCE.FL 34946
772-409-1010
J
_ 0 .128 54 42 28 27 19
z
.131 55 43 29 28 19
z O
z J
LLI
J .148 62 48 34 31 21
J N
Q
z
.120 51 39 27 26 17
CD
THIS DETAIL SHALL BE USED FOR A CONNECTION z .128 49 38 26 25 17
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. .131 51 39 27 26 17
148 57 44 31 28 20
M
NOTES:
1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH,OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO, MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE-NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. I
EXAMPLE:
(3) - 16d NAILS (0162' OIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 123 (OOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFTIREACTION OUE JO WIND
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUEiITO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
❑ESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*** USE (3) TOE-NAILS ON 2X4 BEARING WALL
*** USE (4) TOE-NAILS ON 2XG BEARING WALL
I
VIEWS SHOWN"ARE FOR
ILLUSTRATION PURPOSES ONLY
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NEAR SIDE NEAR SIDE
30'
TOP PLATE
OF WALL if
1' FOR NAIL
-1 1 .25' NAIL
FAR SIDE 1-3/16' FOR 3.5' NAIL
SIDE VIEW END VIEW
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
A-1 ROOF TRUSSES
FORT PIERCE,IFLB34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
772-409-1010
7-101 29'-0" Mean Height, Exp. B, C or D.
P \Ao
2x4 SP No. 2 Min
2 ( )
o°
o°
o°
1 .5 x 4
2x2 SP No. 3
1 .5 x 4
i
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS ;)
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD. 12
FORT PIERCE,FL 34946
772-409-1010
VARIES
I
(4) 12d
TRUSS 24" O.C. (4) 12d
MAX, 3011 (21' 611)
UPLIFT CONNECTION
(SEE ROOF TRUSS) 2x6 #2 SP (Both Faces)
24, O.C.
EXTERIOR FLAT SIMPSON H5
GIRDER
i
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tltN'tmttars+stttUWr ih wi,�baate.t t e,spt;q (f.t#✓�.Lprr`! +x 1/CCeAf,Wiema/+.rkapi s.Raeq:,re.g bii} Mav,f aew i, fepMq&iEd'rsr d.R'..Ytkup ts+.-W.:j�Y.ms'aY. qth,;riYT Tombo 77I;P E'.
f.:raa,t m.r�,em, �,,ws'apb,eee6 ae.,a¢�c,.fa���r�•t"�am.g�m�oe.aarc.rasf E!��rd sit. ai=r+aaat 6 eQus�lsvdmt s,id;aa�r srcr,.atirw s•Faa .�sswn . =80083. ...
e.t~te¢r�v�n r mi a3ux ia«tawi6]oAfr,.m.u/;;,t*rx+s +ss ta+r»s raeu.nsae�tmmoe3 kpt:aoatr rx,l. %.+d;•sa awR' Pttn ne.,.c nee:�¢.m.aM �,rt ww�tinie+ t,seeiea na n...:a.«esr 445 'St. ijel,Ht4d,
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zl —t _ UjpilgAf D 1016 A I Raaf imsstsv y i¢i e4 11F PGIRepcad dau is¢mae i,ia arty ta+m.is prod 68e� Wg kpnm au iilkl t¢¢tit ssa A�6¢aiiaa l6001,I,ti
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STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS,AND '
FEBRUARY 17,2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15
TOTAL NUMBER MAXIMUM FORCE (LOS) 157 LOAD DURATION
OF NAILS EACH X
SIDE OF BREAK (INCHES)
SP OF SPF HF
2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6
20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD. 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608
FORT PIERCE,FL 34946
772-409.1010 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187
38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767
44 66 4g' 3657 5485 3346 5019 2829 4243 2898 4347
* DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XG) SPACED 4' O.C. AS SHOWN (131' ❑IA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END ❑ISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRE❑ (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
eta
� del
I BREAK
3
• 10d NAILS NEAR SIDE rltJ TRUSS CONFIGURATION
+10d NAILS FAR SIDE AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
X' MIN �— 6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOI❑
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITE❑ TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
I s
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FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16
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` A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946 j
772 4091010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL j
END BEARING CONDITION
NOTES:
I
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, ❑F) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' OIA I X 3') SPACED'6. O.C.
2. THE END DISTANCE, EDGE ❑ISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SCAB
I
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I
(L) (2.0 x L)
24°MAX 24"MIN
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NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IIS NOT TO BE USEO
WHEN OVERHANG HAS BEEN BROKEN OFF. j
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
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TRU55E;5 j
MA-11 ROOF
A FLORIDA CORPORATION
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Important Notes / Please Review Prior to Truss !Installation:
1) Trusses are to be handled,installed and braced in accordance to the following standards:ANSI/TIP 1-2007;
WTCA 1-1995—"Standard Responsibilities in the Design Process,Involving Metal Plate Connected Wood Trusses",
and "BCSI 1-03 Guide to Good Practice For Handling,Installing,$ Bracing of Metal Plate Connected Wood
Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obta fined by contacting A-1 Roof
Trusses. Spanish versions are also available.
2) All temporary and permanent bracing design,connection,material,and labor by others.
3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may vary from building
designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies.
4) If provided by truss manufacturer,any engineered beams provided have been sized using information design
guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts,and
bearing requirements. Truss manufacturer is not responsible for specifying beams,other than those provided by
truss manufacturer.
i
5) Unless specified,roof trusses are not designed for any additional attic storage loads. j
6) On flat surfaces,adequate drainage must be provided to avoid ponding.l
7) It is the builder's responsibility to assure there is adequate room for A/C ducts,electrical wiring and plumbing runs
to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and.webs cannot be cut. Attic
access opening should be located between trusses unless otherwise noted.
8) Unless specified,valley framing design,connection,material and labor to be supplied by the builder.
9) Attached drawings are standard details that cover most installation standards. Structural details provided by the
building designer supersede any attached details.
10)Trusses are not designed to carry the chimney,cupola,steeple,or other st luctures unless;specified. Structure should
be framed through the trusses to be supported by the foundation. In cases where trusse are designed to carry the
structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must
be provided by the building designer.
1 1)The specific engineered truss drawings are subject to other terms,conditions,and detail's on the truss placement plan
and/or individual truss design drawings.
12)Trusses are designed to carry ONLY the specified loads.on the engineered drawings. Point loads for materials,
erection personnel,equipment,whether temporary or permanent,are not allowed unless specified on sealed
engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
i
4451 St. Lucie Blvd.,Fort Pierce,FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
I
I
,
/CUSP
STRUCTURAL
C ONNFC:TOR:S°
A MPOW Company
Hangers
Allowable Load(Ibs)
DF-L/SP LSL LVL PSL SPF I-JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
Tl JUS24 1881, 655 750 820 510 - - - - - (4)-10d(Header)
FL821.39,
(2)-10d(Joist)
11-
0510.01,
RR 25779
LUS24 670 765 825 490 - - _ _ _ (4)-10d(Header)
(2)-10d(Joist)
T2 JUS26 1881, 850 975 1060 1115 (4)-10d(Header)
FL821.42,
(2)-lOd(Joist)
11-
0510.01,
RR 25779
LU526 865 990 1070 1165 - - _ _ _ (4)-10d(Header)
(2J-10d(Joist)
T3 MSH422 1831, 2025 2025 2025 - (22)-10d(Face-Face Max Nailing)
FL822.36,
08 (6)-10d(Face-Top Max Nailing)
(6)-10d(Joist-Face Max Nailing)
0303.06, (6)-10d(Joist-Top Max Nailing)
RR 25836 (4)-10d(Top-Top Max Nailing)
13116-R
THA422 2245 2245 2245 - _ _ _ _ _ (6)-16d(Carried Member-Face Mount)
(6)-10d(Carried Member-Top Flange)
(12)-16d(Face-Face Mount)
(2)-1lid(Face-Top Flange)
(4)-16d(Top-Top Flange)
THA1422 1835 1835 1835 - _ _ _ _ (2)•10d x 1-112 or 2-10d x 1-112(Carried Member)
(20)-10d or(2)-1od(Fare)
(4)-30d(rop)
T4 THD26 1781, 2485 2855 3060 2170 (18)-16d(Face)
FL13285.35, (12)-10d x 1-1/2(Joist)
06-
0921.05,
RR 25843
HTU26 2940 3340 3600 1555 - _ _ _ _ (11)-10d x 1-112(Carried Member)
(20)-10d x 1-112(Carried Member-Max Nailing)
(10J-16d x 1.112(Carrying Member)
(10J-16d x 1-112(Carrying Member-Max Nailing)
( 4
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■
^11-U S P
STRUCTURAL
CONNECTORS'
A MiTok'Company
Hangers
Allowable Load(Ibs)
DF-L/SP LSL LVL PSL SPF I-JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T5 THD26-2 1781, 2540 2920 3175 2285 - - - - (18)-16d(Face)
FL13285.35, (12)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHUS26-2 2785 3155 3405 1550 - - - - _ (14)-16d(Face)
(6)-16d(Joist)
HTU26-2 2940 3340 3600 2175 - - - - _ (20)-10d(Carried Member-Max Nailing)
(10)-16d(Carrying Member-Max Nailing)
T6 THD28 1781, 3865 3965 3965 2330 (28)-16d(Face)
FL13285.35, (16)-10d x 1-1/2(Joist)
06-
0921.05,
RR 25843
HTU28 3820 4340 4680 2140 - - - - _ (16)-10d x 1-112(Carried Member-Max Nailing)
(26)-16d(Carrying Member-Max Nailing)
T7 THD28-2 1781, 3950 4540 4935 2595 (28)-16d(Face)
FL13285.35, (16)-10d(Joist)
--- -
0921.05,
RR 25843
13116-R
HHUS28-2 4210 4770 5140 2000 - - - _ _ (22)-16d(Face)
(8)-16d(Joist)
HTU28.2 —3810——4340——4680——3485`— - __-_-� �-� _ •_'"-� = - _'�-- -- (26)-10d.(Carrled:MembecMax Nallin4l-
(26)-16d(Carrying Member-Max Nailing)
T8 THD46 1781, 2540 2920 3175 2285 (18)-16d(Face)
FL13285.35, (12)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHU546 2790 3160 3410 1550 - - _ _ (14)-16d(Face)
(6)-16d(Joist)
►CUSP
STRUCTURAL
('01NINEC:TOR:S"
A WOW Company
Hangers
Allowable Load(lbs)
DF-LifSP LSL LVL PSL SPF I-JOIST
LISP 160%
Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule
T9 THD48 1781, 3950 4540 4935 2595 - - - - - (28)-16d(Face)
FL13285.35, (16)-10d(Joist)
06-
0921.05,
RR 25843
13116-R
HHUS48 4210 4770 5140 2000 - - - - (22)-16d(Face)
(8)-16d(Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235 (20)-16d(Face)
FL821.75, (8)-10d(Joist)
06-
0921.05,
RR 25779
13116-R
HGUS26-2 4355 4875 5230 2155 - - - - - (20)-16d(Face)
(8)-16d(Joist)
T11 THDH26-3 1881, 3915 4505 4795 2235 (20)-16d(Face)
FL821.75, (8)-10d(Joist)
06-
0921.05,
RR 25779
HGUS26-3 43SS 4875 5230 2155 - - - - - (20)-16d(Face)
(8)-16d(Joist)
T12 THDH28-2 1881, 6535 7515 8025 2665 (36)-16d(Face)
FL821.77, (10)-16d(Joist)
RR 25779
13116-R
HGUS28-2 7460 7460 7450 3235 - - - - - (36)-16d(Face)
(12)-16d(Joist)
T13 THDH28-3 1881, 6770 7785 8025 2665 (36)-16d(Face)
FL821.75, (10)-16d(Joist)
06-
0921.05,
RR 25779
HGUS28-3 7460 7460 7460 3235 - - - - - (36)-16d(Face)
(12)-16d(Joist)
ti
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s.
a�
i
S P
STRUCTURAL
CONNECTORS
T A MiT'ek`Company
Fastener Comparison Table
Connector Schedule
Group Label USP Stock No Required Fasteners Reference No Required Fasteners
(4)-lod(Header) (4)-10d(Header)
T1 JUS24 LUS24 ,
(2)-lod(Joist) (2)-lod(Joist)
(4)-lod(Header) (4)-10d(Header)
- T2 JUS26 LUS26 '
(4)-lod(Joist) (4)-lad(Joist)
(22)-10d(Face-Face Max Nailing) (6)-16d(Carried Member-Face Mount)
(6)-10d(Face-Top Max Nailing) (6)-16d(Carried Member-Top Flange)
T3 MSH422 (6)-10d(Joist-Face Max Nailing) THA422 (22)-16d(Face i-Face Mount)
(6)-10d(Joist-Top Max Nailing) (2)-16d(Face-I Top Flange)
(4)-10d(Top-Top Max Nailing) (4)-16d(Top-Top Flange)
i
(18)-16d(Face) (11)-10d x 1-1/2(Carried Member)
(12)-lod x 1-1/2(Joist) (20)-10d x i-112(Carried Member-Max Nailing)
T4 THD26 HTU26
(20)-16d(Carrying Member)
(20)-16d(Can Ting Member-Max Nailing)
(18)-16d(Face) j (14)-16d(Face)
T5 THD26-2 HHUS26-2
(12)-10d(Joist) (6)-16d(Joist)
(28)-16d(Face) (26)-10d x i-112(Carried Member-Max Nailing)
T6 THD28 HTU28
(16)-lod x 1-1/2(Joist) i (26)-16d x 1-112(Carrying Member-Max Nailing)
(28)-16d(Face) (22)-16d(Face)
- T7 THD28-2 HHUS28-2
(16)-lod(Joist) (8)-16d(Joist)
(18)-16d(Face) (14)-16d(Face)
T8 TH D46 HHUS46'
(12)-lod(Joist) (6)-16d(Joist)
T9 TH D48 HHU548
(28)-16d(Face) (22)-16d(Face)
-
(16)-lod(Joist) (8)-16d(Joist)
(20)-16d(Face) (20)-16d(Face)
T10 THDH26-2 HGUS26-2
(8)-16d(Joist) j (8)-16d(Joist)
(20)-16d(Face) (20)-16d(Face)
- T11 THDH26-3 HGUS26-3
(8)-16d(Joist) (8)-16d(lost)
(36)-16d(Face) (36)-16d(Face)
T12 THDH28-2 HGUS28-2
(10)-16d(Joist) (12)-16d(Joist)
(36)-16d(Face) (36)-16d HGUS28-3 (Foci J
T13 THDH28-3
(10)-16d(Joist) (12)-16d(Joist)
i
. 1
us P STRUCTURAL
CONNECTORS'
A MiTek Company
C� $ Te
g
j
i•
JUS24 JUS26 MSH422
3 i r _ ffppG 11 " €
{ Q
TH D26 TH D26-2 THD28
.. Y
- j041
6 t €
s f j
THD28-2 TH D46 TH D H 26-2
r i ik
14
THDH26-3 ' THDH28-2 THDH28-3
REPAIR REQUESTS
When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com.
NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very
helpful. Engineering sheets with the damage or issue noted are required.
1. If there are any special circumstances(sheeted,trades in, etc.) please make sure you note it on the drawing or email request.
2. We cannot provide sealed drawings for"field built"trusses.
2. See details below.
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