31C-022 �� 1 lc-c -
Mi Tek "
OMOWE*R r0 PERFORM."
MiTek Industries, Inc.
14515 North Outer Forty Drive
Suite 300
Chesterfield, MO 63017 -5746
Re: 23573F1
1101131 Village Hill, Lot 11, 91 Olander Drive, Northampton, MA
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Reliable Truss & Compnts.Inc.
Pages or sheets covered by this seal: I18011466 thru 118011466
My license renewal date for the state of Massachusetts is June 30, 2012.
Lumber design values are in accordance with ANSI /TPI 1 section 6.3
These truss designs rely on lumber values established by others.
"W XUEGANG
LIU
`a STRUCTURAL
NO. 43283
c
July 26,2011
Liu, Xuegang
The sea] 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 1.
J
F
Job Tfu55 Tfuss Type Qty Ply 1101131 Village Hill, Lot 11, 91 Olander Drive, Northampton, MA
118011466
23573F1 011 FLOOR 3 1 1 UNIT YF
Job Reference o tional
23573F1 7.250 a May 11 2011 MiTek Industries, Inc. Mon Jul 25 1145:26 2011 Page 1
ID: 99PeRDgO5Ec08Bgkz6j_ NDzpGiW- 8S9QQFdXEpUPF3RA ?N3DBS02x6 ?v8j ?61KOW45yuXZN
1 -11 -14 1- a -1a I 2-6 -0 1 �� z -z -8 o11ro 1-3-0 0-9-0
Scale = 1:20.5
STUB 25" FROM THE RIGHT END.
1x3 1x3 3x4 =
1 4x10 = 2 3 4 5 3x4 = 6 3x6
0
1 _________'
12 11 10 9 8 7
3x3 4x8 = 3x4 = 1x3 1x3 4x12 =
LUMBER AND CONNECTOR PLATES
TO BE CUT CLEANLY AND ACCURATELY NO REPAIR REQUIRED
AND THE REMAINING PLATE MUST BE
FULLY EMBEDDED AND UNDISTURBED.
2 -46 10 -3 -12 11 -7 -4 12 -4 -12 1
2 -4-s 7 -11 -6 1 -3-8 0 -9-8
Plate Offsets MY): (1:Edge 0 -1 -81 14:0 -1 -8 Edgel (5:0 -1 -8 Edgel [6:0-1-8 17:0 -5 -4 Edgel 00:0 -1 -8 Edgel 111:0 -1 -8 Edgel
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.17 9 -10 >700 480 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.45 Vert(TL) -0.31 9 -10 >396 360
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IRC2003TTP12002 (Matrix) Weight: 51 lb FT = 20 %F, 11 %E
LUMBER BRACING
TOP CHORD 4 X 2 SPF 2400E 2.0E 'Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, exce)RSA]
1 -6: 4 X 2 SYP 285OF 2.3E end verticals.
BOT CHORD 4 X 2 SYP 285OF 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 4 X 2 SPF No.2
REACTIONS (lb /size) 12= 608 /Mechanical, 7= 608 /Mechanical
FORCES (lb) - Maximum Compression /Maximum Tension
TOP CHORD 1-12=-638/0,1-2=-1482/0,2-3=-1482/0,3-4=-1482/0, 4-5=-1521/0,5-6=0/0
BOT CHORD 11- 12 = -0 /0, 10- 11= 0/1482, 9 -10= 0/1521, 8 -9= 0/1521, 7- 8= 0/1521
WEBS 6-7=-60129,5-7=-1624/0.5-8=0/234, 1-11=011598,3-10=-97/0, 4 -10 =- 150/86, 4 -9 =- 110/0, 2 -11= -377/0
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Tt± il b%Fi.y
�Z XUEGANG
LIU
STRUCTURAL
NO. 43283
,►� FSSrO,'kt „���. �
July 26,2011
WARNING - Ve,3f design parameeerw and P EED NUPE. ON TWIS AND TNCLtIDED WT£K REFERENCE PACE IV 747. "s re7< 10 V8 BEFORE USE.
Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component
Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi 1 T
ek
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 /TPII Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty #30
I-ei) ( n�� Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Ches eld, MO 6 17
l vv
w D po r
H
c D m C
° X r
Z y m `�
N N
CA O r 1� .. C A n I }�
i i m OS W V
c�SG��p�Za D ate_ D
Q (p ❑_Q D c �_
7 A CL 0 CL 0
o� z �m z N
n(❑onoQ z� — 0�3 mo n�
Q4°0O ❑ - ,6 c ❑� ❑ 3� Q r Q� H Q CD -0 Q o_ ❑� O� Z
wO 3 QI 3 n'D n Q N n c Q c �❑ A ❑ O_3 N z
❑ Q O ❑ (n (D O O ❑ nQ ❑ n �' H < (D (p '� (D CN x C '� (D
❑ 7 �N QQ(�n v�=- (D C Q ID Q �� n Q� O 'ON - E ❑ ❑�
�QCno�_o� 300o Q p ��° Q °�O— N 0.° m � " m
j ° �'n m 8 n (Do n �6- z °° fD . Q n a m Q m z
m D o QE �- o' o Q 3 Q QQO. o Q o °u 5. Q° D ID
, . O �'n O 3 3(n p (D E3 R F, _ (D N _ — N 3_.Q� Z
p n cn ❑N (D 5.6 �c�D� N O� QC 3
Q a3 °° o Q o ❑ n o o'Q ° m m Q
(n p• c(D c �6Q S7Q �cW o O� x
nQ
o C) 3 0
(D
N L
Um�N C1 c= ma° P CHORD
A (7 0 3 ° 7 02 °D CI-8
3 OAW N V my - Z ~ Z
W m N
va
(D -P, - - D m n C
N� W n yp y m n r ti A
(D 4 "o O R o p a� �z O 00
w ol V U H
�•( V D IV -0 n '� r V O W2 -7 •Y
7 A n! O N
(❑ m i0 M
Z
� m � � Z7 ❑_. �
Z •
(D "� ■ 10 N 0 m Z m �
N O A D Z Cif _ c
y m 7
. i
p t O r j V W = p `^ii
(D p A 10 y m m O p , w
( O to m a �`,� n j N
v m (p 0
CAI 7V D _ °m _°
m >�
® v ? c •� CA
3 D ° D l7 p
A Z m O W3-6 W n 7
❑ N
x
W in' y n v 7 (D
(D A ° y ` (D
< (D m
(D
O (n C4 -5 A
C5 a TOP CHORD
N -• _ — _ _ -• — �O Oo V P U A W N C) T
O `O W V O. U A W N — O
>o �nA omc g ❑o (� °� ao 0�c ':g n3n cc �c so o`o'� n naa �z 63�; a> C] Q
i z j7 a< o. <(D ° °- ❑p ma3 ao °fin �❑ o ❑ m� n5o =�o om o oa C
o m o . g ° o nn �_� n� 3 R _m m(o o n °(n I n<m °a
°f no m
n oo 3 n 6 �.� ❑ 3❑ 5 . (D 3 3 ° a 0 Q CD
n ❑ on n n X o <.❑ z - o m m 3m ❑�No o� V•
Oc m'mo ° >> o °o 0 0 o qo n� ° N o�_o �m X� �c °o� ° �m om�o. o ° CD O
3 =o p n a n3 a ma °< n 33 m3 a mmg o c ou x O T
0� Q a o ❑N �� ID o - 0 =� n mon =� °��3 O
(D �; < (D s'm m �Q 3 0 a N °❑ ao na ° (�o0 os °o�C - �—
3 0 0 - (D m ❑ s (oa ❑6 c ? 2� ao �o �2 c 6 0 > >m m j o_ °� O
o co o�( o mN 0 s'm o oo c3 aon oa �a °° acs °- nab °` 0(-0 �o (D 3
-.o s m oa = (D :5 °- 0 ° 3R - 0 n Q- c' - ?m N a �° �° _.n O
o n c c I , 3 o 0 0 ❑ o s gb n ' o N 3 ° �. �o n m? ao a„ Z n
m o M ff Z- a m 5' n o 0 2 m m z° 2, n N CD °° (D 3 ° o Q ii
on 0 m j� o mm °a o',L n °m s� ay n — z5 —2.0-
❑ nn a ° sm -0° (Dm m I- z : j n 6 (D
n n O K n a ° j ❑ c,° 7, 0 N� ❑n DS p n
O 0 �, N-0 n 0 O (° N p n (D (D (U 'O n p =,'< N ,< S ° 0 17 p C
C) �° �j o �, 6 o m - ��' �_° do a� ❑o um os o �6 2° �°' ti� CD
o ° o m o o m a o �m �a on c n 3 s R° m 3 .�n mo ✓�
s
m o 0 o a o m o m n 3. O
' 3 <1 CD Z
3 O
(D
m
N