HomeMy WebLinkAboutB14-0153_Section 1.4_1421429100.pdf 40,1 F
4.4"115 ie
Job Truss Truss Type Qty Ply •
ML08712 HGR1 Half Hip Girder 1 a _44 111
Overholt Truss, Delta.Co 81416
ID:6LCOSLDOz9JU51Z 14
11-4-8
) -J-ba 1 3-1-12 I e-0.0 102--7 9M1••41 .
3-0-0 3-1-12 2-10-4 4-2 '3.4-0 0-1E
Mal, Zil
0. 146_44161
5X5
90
3.00 12 4x1,----
N004044.7 4 18 5 61 r/�r
34
5x8% °
0 3 *V?*
2 5x10 �p 01/16/15
�, Y 1 N�
18,
dx10- .0.
lot Dd
14t 13 12 11 10 9 8
254 11 3x4= 3x8= 2x4 II 3x4= 4x4=
2x4 II
1148
11-1-12
3-1-12 660 10-2-7 16-11-U4 1461
3-1-10 (
2-10-4 I 4-2-7 8.94 3.21 I 461 I )
_. ..ft212
Plate Offsets(X,Y)— 14:0-2-8 0-2-121,15:0-8-0,0-1-121.115:0-11-0,10-11-01,115:0-11-0 11-4-81,115:0-11-0,11-4-81,115:0-11-0,11-4-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.01 12 >999 240 MT20 197/144
(Roof Snow=80.0) Lumber Increase 1.00 BC 0.08 Vert(TL) -0.02 12 >999 180
TCDL 15.0 Rep Stress lncr NO WB 0.12 Horz(TL) 0.00 15 n/a n/a
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:225 lb FT=0%
_BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SPF 1650F 1.5E end verticals.
WEBS 2x4 SPF 1650F 1.5E'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
5-15:2x6 SPF 1650F 1.5E 10-0-0 oc bracing:8-9.
REACTIONS. (lb/size) 8=722/0-5-8 (min.0-1-8),14=1787/0-5-8 (min.0-1-12),15=2022/0-5-8 (min.0-1-8)
Max Horz 14=120(LC 7)
Max Uplift8=-68(LC 9),14-261(LC 6),15=185(LC 7)
Max Gray 8=979(LC 16),14=2248(LC 17),15=2492(LC 16)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=1004/81,3-4=-1042/89,4-18=-1033/108,19-20=-749/85,6-20=-749/85,
7-8=-532/61,2-14=-2223/288
BOT CHORD 8-9=-56/749,13-14=-384/62,12-13=-126/802
WEBS 3-13=-404141,3-12=-44/368,4-12=-616/115,12-18=81/1141,9-19=-78/1102,
6-9=-676/111,6-8=-743/59,2-13=-75/1246,5-15=-1263/84
NOTES-
1)2-ply truss to be connected together with 10d(0.131'7(3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.
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. _1"`�`\
3)Wnd:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever \\
left and right exposed;end vertical left and right exposed;Lumber DOl_=1.00 plate grip DOL=1.00 =O.0\00 L/�'F�,>)
4)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1,Lu=50-0-0 . e°.O°Oe,° (S ,'�
I 5)Unbalanced snow loads have been considered for this design f 1F9°aVCCO
6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 80.0 psf on overhangs :r.
GJ 2 e
non-concurrent with other live loads. 9Z$ ,//
7)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. /,' r a r
8)Provide adequate drainage to prevent water ponding. , - ' ' .,l 6766°o r
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / e�L N.° of
10)Bearing at joint(s)15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify /� 'O e°o °e° Q/�
capacity of hearing surface. l`�O .. ��i
e e
LOAD CASE(S) Standard +�'�FS°%•OaeooON
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40
January 6,2015
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W MAGvalid-Veer ye pawn ten aa.WO K1iss is base only
MIERpara eters PAGE is for 3 mill s/20±1 Wg cpm
Design valid tar use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.8mang shown 14111
is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction Is the responsibility of the Niel('
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Crieda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109
Solely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610
N Southern Pine(SPI lumber is specified those the design values are effective 06/01/2013 by ALSO