HomeMy WebLinkAboutRoof TrussJob
Truss
Truss Type
Qty
y
`
A0830657
63215
A07
Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Aug 23 15:20:23 2016 Page 1
I D:zBLxMKGe2jwkT14ZaEobudyhNp8-dOZg7MPVQx?Gy?PyTiLm5OJvPMdgFo7yi208rLykxa6
1 4-P 7-7-15 13-9-0 19-7-6 25-3-4 32 4-0 38-6 4 42-8-12 , 45-7-0 ,
-4- 7-7-15 6-1-1 5-10-6 r 5-7-14 .__..T_ — 7-0-12 }-- 6-2-4 -- 4-2-9 2-10-4 2X4 SP No.2 SCAB(S) TO ONE FACE OF TRUSS CENTERED ON DAMAGE. ATTACH
WITH (0.131- X 3•) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 4's -2 ROWS: SPACED @ 3x4 It
4" O.C. USE 2• MEMBER END DISTANCE. Dead Load Dell. = 1-1/8 In
3x8 M 201-!S-
6x6 Z- 4x6
7
8 9
4x6 =10
11
T.3 .._._
..__ _ _T4—.
12
3x6
5x10 MT20HS WEG
6
i
��
4x6
! 8
W
5
W6
pW99
W
ci 4
1
9
o 0
3x6 1
3 2
W4
(
I
//
/
�j
1
4
1 co
H4...........-........
i
3
1 2
.::.....::::...... ....s::rxr.:r.:::.........
18 5x8�-
1 x14
MT20HS= 21
19
20 30
W10 -.::,
— --- -- —
IN
_._................_
...
25 24
23 3x6 =
5x10 MT20HS-
16
15
14 13
4x10 = 3x4 11
3x6 =
17
4x8 =
46 = 3x6 11
4x8 —
3x4 11
42-8-12 , 45-7-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 1.00
Vert(LL)
1.03
23
>529
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.89
Vert(TL)
-1.68
23
>324
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.95
Horz(TL)
0.63
13
n/a
n/a
BCDL 10.0
Code FBC2014/T1
(Matrix-M)
Weight: 314 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30'Except-
T5,T4: 2x4 SP No.2
BOT CHORD 2x4 SP M 30'Except'
B2,135: 2x4 SP No.2, 133: 2x4 SP M 31
B6: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP M 30, W2: 2x4 SP No.2
OTHERS 2x4 SP No.3 *Except*
01: 2x2 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 2-9-13 oc bracing.
Except:
10-0-0 oc bracing: 22-24, 16-18
WEBS
1 Row at midpt
22-25, 3-22, 7-18, 10-18, 10-15, 11-15, 11-14, 12-13,
12-14, 6-19, 5-21
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
2169/0-8-0 (min. 0-2-9)
13 =
2039/0-2-12 (min. 0-2-7)
Max Horz
2 =
522(LC 8)
Max Uplift
2 =
-1025(LC 8)
13 =
-939(LC 8)
Max Grav
2 =
2169(LC 1)
13 =
2039(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5206/4150, 3-4=-8029/6909,
4-5=-7935/6918, 5-6=-5317/4541,
6-7=-3784/3266, 7-8=-2973/2635,
8-9=-2973/2635, 9-10=-2956/2623,
10-11 =-1 436/1298, 11-12=-713/622,
TOP CHORD
2-3=-5206/4150, 3-4=-8029/6909,
4-5=-7935/6918, 5-6=-5317/4541,
6-7=-3784/3266, 7-8=-2973/2635,
8-9=-2973/2635, 9-10=-2956/2623,
10-1 1=-1436/1298,11-12=-713/622,
12-13=-2007/1731
BOT CHORD
2-25=-4520/4857, 5-22=-1315/1587,
21-22=-7000/7630, 20-21=-4498/4984,
19-20=-4498/4984, 19-30=-3108/3554,
18-30=-3108/3554, 9-18=-513/588,
14-15=-518/620
WEBS
3-25=-1560/1642, 22-25=-4618/4943,
3-22=-2435/2705, 7-1 9=-1 043/1287,
7-18=-785/756, 15-18=-1232/1459,
10-1 8=-1 94012226, 10-15=-1993/1840,
11 -1 5=-1 550/1836, 11-14=-1642/1460,
12-14=-1521/1817, 6-19=-1857/1799,
6-21 =-961/1197, 5-21=-2875/2719
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=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) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) The solid section of the plate is required to be
placed over the splice line at joint(s) 4.
6) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotation about its center.
7) Plate(s) at joint(s) 8, 11, 2, 24, 5, 20, 9, 16, 13, 3,
25, 22, 19, 7, 18, 10, 15, 14, 12, 6 and 21 checked for
a plus or minus 0 degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9)' 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, with BCDL =
10.Opsf.
10) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 13.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1025 lb uplift
at joint 2 and 939 lb uplift at joint 13.
12) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
agiWiy sig,e tryMftnyT.
A ._.a.V _._.. T Tomm,m
SERIAL # :
3B BCA2.21000000004C1287DF
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Wttkwmwm q4w s1d16ewNhasie laDlohsdd.6alross O,sigahgex(te.fog�u}flrssdwmr@U,egestwsmarzpksw st(uprz4ss�'axwktnsyauL�yh+Celn�d4e s§)felmsdgvJdmlhe fOhwip,�tfil.ilednifewsoa7tlms,Iw3c7twdC,as, wEehildt Anthony T. Tombo ill, P.E.
' wdasedinsirossfn oerls is Oem/swa�firyafpr Oxep,ke0.eersedkriade�lw6rdzJyal@n�sr•®6a�drAd i➢C.ba q{we�grdirA 3a4wdlrFl. i8®lAmdd�"ethBM®7f>ddsstd�imc.i�bd��2'aY Aaci+,irdailmcemlbwio skdleeQamHrHbt4ld 4' BOD83
�f;'85q 6wlPd�d(avmta. Li anes stleatp9a f66adMps4lzseN;itel'arsd6e kdhagGayaealSda7'�e�a10S4iNiis4NkittlrNStttae,dnevsl0rpwrdpNan. mIGkwtlrresrevdiirenmdNJxsddsTrvstUnrer.Lnshs�rrrrdimsOmA�xw,wkss 4451 St. Lucie Blvd.
e8me/nedWu4Mefeahwf oyntaeatmn kreBpmnesmrehd.Tie Irons DOPfagsm Is IMIN Nw"(4w.w tress spunfagW.101 haai lJIrg44iniwnswewds�lwIi41.
� Fort Pierce, FL 34946
(oppriyht ®Y01b d-1 YoolLnsses • AarhanpT. Tomlw I11, P.E. 6epeodadiaa of this dommeos, ix anrform, ispmhiMed withoutthe wri tan permission hem A-1 ioof trusses •Aaldanrl.iamba III, P.1.
Job
Truss
I cuss Type
City
Ply
A0830658
63215
A08
Hip
1
1
Job Reference o tional
Ai ROOF TRUSSES, FORT PiERGE, FL 34946, ueslgnIjc_va Rruss.carn
1.o4U s secs r cu , u sv,n en u,uusu,ea, nLie .c u:. , e g 4a ,au. ,u cu , o rage ,
ID:zBLxM KGe2jwkT14ZaEobudyhNp8-WuHwOvFLUyN6u7vSCTcj3eHhk7BdivV1 jWMytbykxaJ
1 4-P 7-7-15 13-9-0
18-11-6 23 4-8
28-0-0 32 4-0 _ , 38-5-2 T.,, „_, _44.7,-8_, 45-7 0
4- 7_ _156-1-1
5-2-6 4-5-2
d_7-R a�_n R_1_9 R_9_7 n-1 1iA
ATTACH 2X4 SP No.2 SCAB(S) TO EACH FACE OF TRUSS CENTERED ON DAMAGE. ATTACH
WITH (0.131° X X) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 4's-2 ROWS: SPACED @
4. O.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C.
SPACING IN THE TRUSS. USE 2' MEMBER END DISTANCE. 3efl. = 1-5/16 In
4.00 12 5x6 =
-„ --
3x6 = 9 4x6 =
3x8 �
7 1 12
8 1 13
5x10 MT20HS
W&-- 6
3x411 T
VV8
4
4x8
5 W5
I ;A o
, 2
3
2
'g .
0c
; r m
1 3
2 Ri
2
19 I
21 Sx8 - i o
IN
cs31
x14MT20HS=
2030 31 L,L�...............................................I.`..
25
23
24
3x8 MT20HS=
17 16 15 32 u gggg
14
4x8 -_ 4x10 =
3x4 11
18
3x8 3x4 11 4x8 = 4x6 I I
3x6 =
7-7-15 13-9-0
14 3-0 23-4-8
31-1%0 32�j-0 38-5-2 44-7-8 45-7r0
7-7-15 6-1-1
0-6-0 9-1-8
8-5-8 0-6-0 6-1-2 6-2-7 0-11-8
Plate Offsets (X,Y)--
[2:0-4-0,0-1-121 [3:0-3-8 0-2-01,[4:0-5-0 Edgel,[12:0-5-8,0-2-81,[14:Edge,0-3-81,
[19:0-2-8,0-2-121,122:0-6-0,Edgel,[25:0-3-8,0-241
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 1.03 23 >530 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.89
Vert(TL) -1.87 21-22 >292 240
MT20HS 187/143
BCLL 0.0 '
Rep Stress [nor YES
WB 0.97
Horz(TL) 0.60 14 n/a n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 309 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2,T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30 'Except*
B2,B6: 2x4 SP No.3, B3: 2x4 SP M 31
B5: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP M 30, W4: 2x4 SP No.2
OTHERS 2x4 SP No.3 *Except*
01: 2x2 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied. Except:
10-0-0 oc bracing: 22-24, 17-19
WEBS
1 Row at midpt
22-25, 3-22, 11-19, 11-16, 12-16, 12-15, 13-14, 13-15,
6-21, 6-22
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
2169/0-8-0 (min. 0-2-9)
14 =
2039/0-2-12 (min. 0-2-7)
Max Horz
2 =
507(LC 8)
Max Uplift
2 =
-1029(LC 8)
14 =
-978(LC 8)
Max Grav
2 =
2169(LC 1)
14 =
2039(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-5209/4133, 3-4=-7877/6719,
4-5=-778316727,5-6=-7934/6943,
6-7=-4230/3599, 7-8=-3983/3489,
8-9=-3266/2800, 9-10=-325612797,
10-11=-3256/2797, 11-12=-1590/1364,
13-14=-1837/1435
TOP CHORD
2-3=-5209/4133, 3-4=-7877/6719,
4-5=-7783/6727, 5-6=-7934/6943,
6-7=-4230/3599,7-8=-3983/3489,
8-9=-3266/2800, 9-10=-3256/2797,
10-11=-3256/2797, 11-12=-1590/1364,
13-14=-1837/1435
BOT CHORD
2-25=-4504/4860, 5-22=-389/540,
21-22=-4658/5133, 20-21=-3263/3750,
20-30=-3263/3750, 30-31=-3263/3750,
19-31=-3263/3750, 9-19=-345/403
WEBS
3-25=-1526/1598, 22-25=4598/4967,
3-22=-2271/2559, 7-21 =-801/1 043,
16-19=-1376/1645, 11-19=-2007/2332,
11-16=-2116/1961, 12-16=-1880/2229,
12-15=-1877/1696, 13-15=-1376/1726,
8-19=-795/805, 8-21=-326/421,
6-21=-162211678, 6-22=-2747/3017
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) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) The solid section of the plate is required to be
placed over the splice line atjoint(s) 7.
6) Plate(s) at joint(s) 4, 10, 12, 13, 2, 24, 5, 20, 9, 17,
14, 3, 25, 22, 21, 19, 11, 16, 15, 8 and 6 checked for a
plus or minus 0 degree rotation about its center.
7) Plate(s) atjoint(s) 7 checked for a plus or minus 3
degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) * 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, with BCDL =
10.Opsf.
10) Provide mechanical connection (by others) of truss
to bearing plate atjoint(s) 14.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1029 lb uplift
at joint 2 and 978 lb uplift at joint 14.
12) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
SERIAL #:
3B BCA221GO0000004C 1287 DF
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Wtetae0ed. "ienNteemTa611kwd.aed1,e�e MS1§e"f'�^(i.l.$Itodta hput m Ni188LII9IOOlijRiWi9QfeFi3eGil@I�ifMi�t5j4ldib)(NjNfdil!)i'Iie Leae51P2EI�e.-y.IRSS dt�ItltdN�ICBtIDIY, Wd Ml. N&Vess,sJam Wq:WZ"`"'Mq Anthony T. Tombo 111, P.E.
mdmedrmyws(daybaq Is tam WW*uh dTFN. t80083
Rea�hxl Mspen ad(affiaM. SGaetnmed'm4e t66eaa�a p:kesel ddmesd6e Ne6alGsgxxlSQary'haeaeoeiKSnidtisAea31'TBWSL(twe,dadndiageeddpNssa.1916'as>ie,eryasdilG:esddrJxsAdeTmsDnrw,iucs Mugs icyeidadlmstlo-Avurv,silesf 4451 St. Lucie Blvd.
emdrnewaaaretaadoPceeepeamnerogiya8ldtlesaand.rutnuMgaiaadlss6restdx�M�v,atmssryotvgeuofaltaetu4AI1"WWldm,denadmamt9I. Fort Pierce, FL 34946
(appighl02616A-1Roolfmsses-AnthooyLTomb III, P.E. Repradodioadihisdommeni,inaaylarm,ispmhWledwithoNIke wrMenpermissionhnm6-1RoalLusses-Anlhooyl.TamboIII, P.E.
Job
Truss
Truss Type
Qty
Ply
A0830651
63215
A01
HALF HIP
1
2
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1.64U s Lux / 2u1b ivtt I eK inausmes, Inc. I ue Aug z3 uu:l7:3y 2u16 rage T
ID:zBLxMKGe2jwkT14ZaEobu dyhNpB-Q512nOgufLcPjO4uQGRc0uO7w2goZv5U I—kSJhylOzo
1-4- 3 2-0 9 42 14-3 1 209 32- -5-7 26 5-40 3&&10 1-12
4 3-2-0 6 2-2 4 11-6 6 1-15 6 0 3 5 0_'
6 4-10 5-11-2
Dead Load Defl. = 11/16 in
4.00 12
8x8 —
2x4 I I 4x8 = 48 = 2x4 11
4x4 =
5x6 =
4x6
6x8
5
6 7 8 9
10
11
3 4
r'
O21
............ ................28.......
............... ......................1.9
.....1.6.... .............................. ......17.................. ............... ...........
4x12 —_ 2x4 11
44 =
48 —_ 2x4 11 1514
13
12
4xB = CUT WEBS AND REMOVE BOTTOtit,QtipRD IN THIS
SECTION UP 6". CUT CLEAN DO RRBBYI ��AAMMAMGE
4x8 =
3x6 11
LUMBER AND PLATES TO REMAIN.
3-2-0 ,
9 4-2 14-3.0
14�3-8
31-10-0 3$ 4 0 38 8 10 44-7-12
3 2-0
6 2-2 4 10-14
0- 8
17-6 B 0 6 0 6 4 10
5 11-2
Plate Offsets (X Y)— [2:0-1 0-4 0-0-0] [5:0-5-4 0-4-01
[16:0-2-12,0-2-8]
[19:0-2-5 0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.73
Vert(LL) 0.60 21-24 >882 360
MT20
244/190
TCDL 15.0
Lumber DO 1.25
BC
0.50
Vert(TL) -1.01 21-24 >524 240
BCLL 0.0
Rep Stress Incr YES
WB
0.56
Horz(TL) 0.43 12 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 609 lb
FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2 *Except*
T2: 2xB SP No.2, T1: 2x8 SP 240OF 1.8E
BOT CHORD 2x6 SP No.2 *Except*
B1: 2x6 SP 240OF 2.OE, B4: 2x4 SP No.3
B3: 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-4-9 oc bracing. Except:
10-0-0 oc bracing: 14-16
REACTIONS. (lb/size)
12 =
1981/0-3-8 (min. 0-1-8)
1 =
2040/0-8-0 (min. 0-7-2)
Max Horz
1 =
294(LC 8)
Max Uplift
12 =
-929(LC 8)
1 =
-905(LC 8)
Max Grav
12 =
1981(LC 1)
1 =
2040(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-635/97, 2-3=7771/6443,
34=-5482/4489, 4-5=-5470/4508,
5-6=-5938/4916, 6-7=-5938/4916,
7-8=4780/3876, 8-9=4780/3876,
9-10=4737/3845, 10-11 =-2126/171 0,
11-12=1927/1609
BOT CHORD
2-21=-6530/7538,20-21=6530/7538,
19-20=4345/5147, 18-19=-4345/5147,
17-18=-4755/5826, 16-17=-4755/5826,
9-16=-412/481, 13-14=-190/281
WEBS
13-16=-1586/1921, 10-16=-2421/2966,
10-1 3=-1 967/1768, 11-13=-2212/2746,
5-20=-741/991,3-20=-2594/2363,
3-21=-368/567, 5-18=-662/918,
WEBS
13-16=-1586/1921, 10-16=-2421/2966,
10-13=1967/1768, 11-13=2212/2746,
5-20=741/991, 3-20=-2594/2363,
3-21 =368/567, 5-18=-662/91 8,
6-18=432/507, 7-17=0/274,
7-16=1223/1028
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131 "x3.25") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc clinched, 2x6 - 2 rows staggered
at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-9-0 oc
clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) 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
4) Provide adequate drainage to prevent water
ponding.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) ' 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.
8) Bearing atjoint(s) 1 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
C
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 929 lb uplift at
joint 12 and 905 lb uplift at joint 1.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
29
SERIAL # :
313 BCA2210000GO004C 1287 DF
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