PLANS T RE N CO ENGIN
A MiTek.Alfi1late
Trenco
818 Soundside Rd
Edenton, NC 27932
Re: D0110203
. RAY ROBERTS
The truss drawing(s) referenced below have been prepared by Truss Engineering Co. under my direct supervision
based on the parameters provided by Truss Builders.
Pages or sheets covered by this seal: E5957431 thruE5957434
My license renewal date for the state of North Carolina is December 31, 2011.
North Carolina COA: C -0844
Important Notice: If visually graded lumber is used for the trusses covered by these designs,
see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use.
Trenco does not warrant third -party lumber design values.
`` ,nu1" „,,
2 .*b SSl0
S. I Q
SEAL -
036322 i =
0 `FNGINEe
February 17,2011
Gilbert, Eric
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI- I Chapter 2.
Engineering services provided by Truss Engineering Company.
Job Truss Truss Type Qty Ply RAY ROBERTS
E5957431
00110203 CT1 PIGGYBACK ATTIC 12 1
,lobRsterenceloational
Truss Bu1ders Inc., Momsville NC 7.250 s Jan 282011 MiTek Industries, Inc. Thu Feb 17 1646:592011 Page 1
IDye1POnKcezS? iW97ZObr ozmFTD- SNTINBSYIOvAUh87k(b1kdXIMprNMID erJWSZkDBA
- 41a4 4 -104 l 9-7-0 ■ 14 +9 I 19-1-12 l 24-0-0 24
D - ID0 4.10-4 4-9-4 4-9-0 464 4-10-4 d10 -
7x8= Scale =1858
x8 =
5 2021
3x8 a` ' 1,6
4 .S 7
17
1200 12
3x8 II 18 10
348 II ply
3 e a d
15 19
i 9 jj igp
� 1 Aismommwmul; � y 1 `b;
748 = 13 12 11 7x8
3x8 II 7x8 = 3x8 II
I €1.66----1 19-1-12 1 2460 1
4-10-4 14 -3-8 410-4
Plata Olfsels (X Yt 17:0 -4.4 0.3.81. [5'0-4-8 0-3-17) [6'M -3 0-3 -121 19D-4-4 0-3-8), [11'0 -4-12 0.1-81 113'0 -4 -12 0-1 -81
LOADING (psf) SPACING 1 -7 -3 CSI DEFL in (Ioc) I /deg Lid PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) - 0.33 11 -13 >856 240 MT20 244/190
TCDL 10.0 Lumberincrease 1.25 BC 0.37 Vert(TL) -0.48 11 -13 >598 180
BOLL 0.0 ' Rep Stress Ina YES WB 0.44 Horz(TL) 0.01 9 n/a &a
BCDL 10.0 Code IBC2008?P12002 (Matrix) Attic - 0.1911 -13 893 360 Weight: 236 Ib FT = 10%
LUMBER BRACING
TOP CHORD 2 X 8 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -5-2 oc puffins.
BOT CHORD 2 X 10 SYP No.lD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SYP No .3 JOINTS 1 Brace at Ji(s): 14
REACTIONS (Ib/size) 9= 1215/0-3 -8 (min. 0-1 -8), 2= 1215/0-3 -8 (min. 0-1 -8)
Max Horz2 =250(LC 6)
Max UPIIg9 = -61(LC 8), 2=-61(LC 7)
Max Grav9 =1504(LC 16), 2= 1504(LC 16)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2 =0/38, 2- 15 =- 2011122, 3-15 =-1804/48, 3 -16 =- 1146/83, 16- 17 =- 1079/94, 4-17 = - 985/105, 4-5 =3 6-7 =- 3/331,
7 -18=- 965/105, 8 -18= 1146 /83, B-19=- 1804 /45, 9-19 =2010/21, 9-10 =0/38, 5-20 =51528, 20-21 = 5/528, 6-21 =5/528
BOT CHORD 2 -13 =- 29/1112, 12 -13 =26/1124, 11 -12= 26/1124, 9-11 =25/1112
WEBS 3- 13 = -10/ 963, 8 -11 =9/963, 4-14 =1725/ 166, 7- 14 =- 1725/165, 5-14=-67/131, 6-14= 871131
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCOL=8.OpsY h =30tt; Cal. II; Exp C; enclosed; MWFRS (low- rise); cantilever left and right
exposed ; Lumber DOL =1.33 plate grip DOL =1.33
3) TCLL: ASCE 7-05; Pr =20.0 psf (roof live bad: Lumber DOL =1.25 Plate DOL =1.25); Pg=20.0 psf (ground snow); Pf==18.9 psf (fat roof
snow Lumber DOL =1.15 Plate DOL =1.15); Category II; Exp C; Fully Exp.; Ct =1.1, Lu= 50-0-0; IBC 1608.3 minimum fat roof snow bad
governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
4) 5) This truss has been been
considered of12.0 psf 0( ,, or this 2.00 times flat roof load of 13.9 psf on overhangs ‘ kA C AR itt ttt1111,11Ir71j
non - concurrent with other live loads. c1/4. A -
6) Provide adequate drainage to prevent wafer ponding. • Q - , 'Y /vx •
7) • This trues has been designed bra live bed of 20.0psf on me bottom chord in all areas where a rectangle 3 -6 -0 tall by 1 -0.0 wide ..
will fit between the bottom chord and any other members. Q
8) Ceiling dead load (5.0 psf) on member(s). 3-4, 7 -8, 4 -14, 7 -14
9) Bottom chord live load (40.0 psf) and additional bottom chord dead Toad (0.0 psf) applied only to room. 11 -13 _ • SEAL . -
• 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 9 and 61 Ib uplift at _ 36322 -
joint 2.
11) This Miss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. . •
13) Attic roan checked for 0380 deflection. ;F 7 ,9 •F !l!G 1 NE �Q & x :
LOAD CASE(S) Standard ,1/,, C A. G1\-'
'0,11110.0
February 17,2011
•
Q WARNING - Verily &WO paranater• and RSA° NOM ON THIS AND INCLUDED 10711K RIVEREJVC8 PAGE ICI-7473 net 10.08 WORE USW. '�'R CO
Design veld for use only with Wet conneclos. TMs design k based Dory upon parameter shown. and Is la an hcviduol building component. �
Applicability of design paromenlers and proper incapamlbn of component is responsibility of building designer- not tun designer. Bracing shown
9 far lateral support of Mvid
ival web mambas only. Additional temporary bracing to nsure stability dhs° construction is the responsibility d the A IPA A1NWe
wecla. Addllanal permanent tracing of the overall structure Inc iespomblily of the building designer. far general guidance regardYg
fabrication, quality conlml. storage. derwery. erecllan and bracing. consult ANSI /TP11 Ovally Cdtnfe. DSI-e9 and SCSI Building Component 018 Sounded° Road
Safety Inlormallan available from Truss Plate Institute. 281 N. lee Steel. Suite 312 Alexandria. VA 21314. Edenton. NC 27932