11A-091 t 9 -20 -10
e De 11�:: tb Fi e 12:14pm
+
/ loft
KeyBeam® 4.506a 'q,
ImlBeamEngirle 4.5O8e
Materials Database 1197
Member Data
Description: Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL
Live Load: 40 PLF Deck Connection: Nailed Member Weight 11.7 PLF
Filename: 12 ft beam
Other Loads
Type Trib. Dead Other
(Description) Begin End Width Start End Start End Category
Replacement Uniform (PSF) 0' 0.00" 12' 0.00" 13' 0.00" 10 40 Live
Additional Uniform (PLF) 0' 0.00" 12' 0.00" 56 0 Live
/
12 0 0
O 0
12 0 0
Bearings and Reactions
Location Type Input Length Min Required Gravity Reaction Gravity Uplift
1 0' 0.000" Wall N/A 1.660" 4359# --
2 12' 1.750" Wall N/A 1.660" 4359# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 1201# 3158#
2 1201# 3158#
Design spans
12' 1.750"
Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply
Component Member Design has Passed Design Checks.**
Minimum 1.66" bearing required at bearing # 1
Minimum 1.66" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord. 0.
Design assumes no lateral bracing along the bottom chord.
li
A llowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 13235.'# 21275.'# 62% 6.07' Total load D +L
Shear 3648.# 7897.# 46% 0.01' Total load D +L
TL Deflection 0.3598" 0.6073" L/405 6.07 Total load D +L
LL Deflection 0.2607" 0.4049" 11559 6.07' Total load L
Control: LL Deflection
DOLs: Live =100% Snow= 115% Roof= 125% Wind =160%
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
�! �,g All product names are trademarks of their respective owners
; :li4i! '` ' s' ¢' `i'>iiCopyright (C)1989 -2005 by Keymark Enterprises, LLD. ALL RIGHTS RESERVED.
"Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this
sheet. The design must be reviewed by a quafbed designer or design professional as required for approval. This design assumes product installation according to the manufacturer s
specifications.
;Bs--
r ��� 9 -20 -10
• 96. Vic/ -4,o 'n FoirEce 12:I Spm
1of1
KeyBeame 4.506a .�
lanBeamEngine4.50Se �^'-,�'` '
Materials Database 1197
Member Data
Description: Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 10 PLF Deflection Criteria: 11360 live, 11240 total 1.250" max. LL
Live Load: 40 PLF Deck Connection: Nailed Member Weight: 9.4 PLF
Filename: 12 ft beam
Other Loads
Type Trib. Dead Other
(Description) Begin End Width Start End Start End Category
Replacement Uniform (PSF) 0' 0.00" 12' 0.00" 13' 0.00" 10 30 Live
�i: f`` v:•:•? iiiii:• ij ii+ii:•ii:4:!(:i:C ^:iJiiii:i�i iiiiii: i+ijiiiY�i:: ^ii5 >iri ?;�rR�} iii' >:ijiii;i:i:L; :L;:j4:i::;: >;.i:vi ?::`vi: iiii:•iii:•i::•ii: is iiv:i: iiiii:i ^i: ^:iii: is ii: O: Y. viii ii:• i+ isN.: Ci:^:i: :i:iiii }iii:::.v:4i::•iii:•i'v' vii;. }:•::v: {::
: <:k�i {:;'fii5: >� i >ii <; � >:;:� : i{: SS;. <. <.'•:3:::'Si::s:;r.�if:;iii5: �::': ? <v;:::J� {i >t:�: �•`••`•':.::;::
?? ::: is::>:;;>•: >:::::r >'i >:;:;i >f:::a <5:`••::5 5:::::i.'•i; >: f::i <::: r: % +'•`• >::;:;i: •`: :: ;:;: "::i�: +:` #` `'i ::: F i .•2':2 : •.•.. ? ? ?$':S :... ` � i' : •'' ::• ` ;` '.` y :`:':: �.';c::.;:;.:._ < <:; :;:� � :
12 0 0
12 0 0
Bearings and Reactions
Location Type Input Length Min Required Gravity Reaction Gravity Uplift
1 0' 0.000" Wall N/A 1.500" 3215# --
2 12' 1.750" Wall N/A 1.500" 3215# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 847# 2368#
2 847# 2368#
Design spans
12' 1.750"
Product: 1 314x9 1/2 Versa -Lam 2.0 -3100 SP 2 ply
Component Member Design has Passed Design Checks.**
Minimum 1.50" bearing required at bearing # 1
Minimum 1.50" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes no lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 9762.'# 13958.'# 69% 6.07' Total load D +L
Shear 2796.# 6318.# 44% 0.01' Total load D +L
TL Deflection 0.5183" 0.6073" L/281 6.07' Total load D +L
LL Deflection 0.3818" 0.4049" L/381 6.07' Total load L
Control: LL Deflection
DOLs: Live =100% Snovv =115% Roof =125% Wind =160%
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
"y 1-l-S / i't ' ..1/
All product names are trademarks of their respective owners
f �'� COpyrighl (C)19892005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED.
• "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design cdteria for Loads, Loading Conditions, and Spans listed on this
sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer s
specifications.
I Job - Truss IThus Type Qty Ply 46 UPLAND ST. LEEDS, MA I
27441 T1 FINK 15 1
__ Job Reference (optional) II
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:35:45 2012 Page 1 1
ID:CdAjoTztJkYs6c91 QXVQwKyn 1 vn- FpeCUAUja09FOgpAwbZOGPJm8EzuGSYpkb 1 h6OzNrcS1
7 -3-0 13 -10-8 20-6-0 27 -9-0
7 -3-0 6 -7-8 6 -7-8 7 -3-0
7x8 // Scale = 1:43.4
I
4
1 1562 ,
17 18
/ 6.00 12
19
/ 4x4 -:- 16 4x4
3 5
-- 15 20
�� �
4
V 21
14 -p ��' 1.5x4 II
1.5x4 I
2 6 7
f
Y e1 Y I C I Y Bz Y 14?
��5II o
3x4 = MB 11 13 10 9 4x4 = 8 3x4 =
— 12 4x4 = 4x4 = 3x6 = 4x4 =
Or -198# 9 -9-0 1 1 ii f 1 26 -10 -8 1700 7 9
0 -10 8 -10-8 8 -10-8 010-8
Plate Offsets (X,Y): [1:0-0- 3,0-0-7], [4:0- 2- 12,Edpe], [7:0-0- 3,0 -0-7]
LOADING (psf) SPACING 2 -0-0 ' CSI DEFL in (bc) Vdefl Ud PLATES GRIP - ,
TCLL 38.5 Plates Increase 1.15 1 TC 0.98 Vert(LL) -0.33 9-11 >942 240 MT20 197/144
(Ground Snow =50.0) I Lumber Increase 1.15 BC 0.86 Vert(TL) -0.48 9-11 >642 180
TCDL 108 i Rep Stress Inc: YES WB 0.64 Horz(TL) 0.09 8 n/a n/a
BCLL 08 • Code IRC2009/TPI2007 : (Matrix) Weight: 112 Ib FT = 10%
BCDL 108 i — — — — - --
LUMBER
TOP CHORD 2 X 4 SPF No.2 5) 'This truss has been designed for a live bad of 20.0psf on the bottom chord in all
1 BOT CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
WEBS 2 X 4 SPF Stud 1-2=404/0, 2 -14= 620/112, 14-15= 489/117, 3- 15= 383!128, any other members, with BCDL = 10.Opsf.
BRACING 3-16= 2149/ 317, 16-17= 2010/328, 4-17= 1887/340,
TOP CHORD 4-18= 1889/340, 18-19 =2011/328, 5-19= 7
2151/317, ) AN bearings are assumed to be SPF N0.2 .
5-20=-383/128, 20-21 =- 488/116, 6-21 =- 619/112, 6-7 =404/0 7) Provide mechanical connection (by others) of truss to bearing plate capable of
Structural wood sheathing directly applied. withstanding 1001b uplift atjoint(s) except (ji =1b) 12 =198, 8 =198.
I BOT CHORD BOT CHORD 8) This truss is designed in accordance with the 2009 International Residential Code
Rigid ceiling directly applied or 10-0 -0 oc bracing. 1- 12= 18/437, 11-12=-193/2006, 11-13=-83/1475, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 10 -13=- 83/1475, 9- 10= 83/1475, 8- 9= 193/2007, 7-8= 18/437 9) All Plates 20 Gauge Unless Noted
1 Row at midpt 3 -12, 5.8 WEBS
3-11= 482 /159, 4- 11=54/751, 4-9 =- 54/754, 5- 9=482/159, LOAD CASES)
REACTIONS (Ib /size) 3-12= 1863/244, 2- 12= 575/266, 5 -8= 1865/244, 6 -8 =- 575/266 Standard
12 = 1699/0 -5-8 (min.0 -2 -11) y y� °1.
8 = 1700/0 -5-8 (min. 0 -2 -11) NOTES (9) 1 'ki. i) fi -
Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 5.0psf; h =25ft; Cat. II; Exp B; ¢$ 4 x »
12 = -86(LC 6) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) 0 -0-0 to 3-0-0, y
Max Uplift Interior(1) 3-0-0 to 10 -10-8, Exterior(2) 10 -10 -8 to 13-10-8, Interior(1) 16 -10 -8 to 24-9 -0 7 (3f/ ]1.� I 4 ,.0 .' ti y
12 = - 198(LC 8) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for /
8 = - 198(LC 9) reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 t} # ,- y I : r rst
2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); r 1 ' � . / L ,-.
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Category II; Exp 8 Partially Exp.; Ct =1.1 / $'a 'it - a r , , ,;
TOP CHORD 3) Unbalanced snow loads have been considered for this design. f * , f l t �
1-2=-404/0, 2-14=-620/112, 14-15=-489/117, 3 -15= 383/128, 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with i.t r ,, s
3- 16= 2149/317, 16- 17= 2010/328, 4- 17= 1887/340, any other live loads. 4- r t t r '', `i
Job (Truss Truss Type I ary — T PIY 146 UPLAND ST. LEEDS, MA 1
27441 TI GE I
1GABLE • 1 1
Job Reference (optional)
, Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:35:33 2012 Page 1',
ID:gpj60p_W42hjkmkD_EOfTXyn 1 vm- cWvgz3LBPieyyqutD4LCntpw3O3 ?S612zk72g5zNrce
13 -10-8 27 -9-0
13 -10-8 13 -10 -8
4x4 = Scale = 1:44.51
66 7 pg 9 is i,.
ti •
- 00 12 31 I ll 32 if ri 4 [ r >rt x' ) " h ,
6 10 U /, •. f e/ I .,
30 I ■
33 t -y ss • t �iL f : `6 ::7,,l' -
4 12 C . f�
y r r t ",a
3
29 I 5 . .. 1::7 11111111
34
2ST
1
yy: 15
hill I. N 111111... Y 0
3x4 = 3x4 =
28 27 26 25 24 23 22 21 20 19 18 17 16
5x6 =
or107$ 22743-0
0 -104 26 -10-8
Plate Offsets (X,Y): [21:0- 3 -0,0 -3-0L
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP
TCLL 38.5 I Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a 999
TCDL 10.0 1 Rep Stress Incr YES WB 0.30 Horz(TL) -0.00 16 n/a n/a
BCLL 0.0 " Code IRC2009/TPI2007 (Matrix) Weight 122 Ib FT = 10%
BCDL 10.0 '
LUMBER
TOP CHORD 2 X 4 SPF No.2 9) All bearings are assumed to be SPF No.2 .
BOT CHORD 2 X 4 SPF No.2 TOP CHORD 10) Provide mechanical connection (by others) of truss to bearing plate capable of
OTHERS 2 X 4 SPF Stud 7- 8= 0276, 8-9 =0/276 withstanding 100 Ib uplift at joint(s) 23, 24, 25, 26, 27, 28, 21, 20, 19, 18, 17, 16.
BRACING WEBS 11) Non Standard bearing condition. Review required.
TOP CHORD 8 -22= 286/0, 7 -23= 290/127, 6 -24= 268/100, 9 -21= 289/126, 12) This truss is designed in accordance with the 2009 International Residential Code
Structural wood sheathing directly applied or 10 -0-0 oc purlins. 10- 20= 268/100 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Rigid ceih g directly apphed or 6-0-0 oc bracing. NOTES (13) 13) All Plates 20 Gauge Unless Noted
1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =258: Cat. II; Exp B; LOAD CASE(S)
REACTIONS All bearings 26 -0-0. enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) 0-0-0 to 3-0-0,
(Ib) - Max Horz Exterior(2) 3-0-0 to 10 -10 -8, Comer(3) 10 -10-8 to 13-10-8, Exterior(2) 16 -10-8 to 24-9-0 Standard
28= -86(LC 6) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
Max Uplift reactions shown; Lumber DOL =1.33 plate grip DOL =1.33
All uplift 100 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
21, 20, 19, 18, 17, 16 wind (normal to the face), see MiTek "Standard Gable End Detail"
Max Gray 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow);
All reactions 250 Ib or less at joint(s) 26, 27, 18, 17 except Category II; Exp 8; Partially Exp.; Ct =1.1
22= 405(LC 1), 23= 409(LC 2), 24= 394(LC 2), 25= 283(LC 2), 4) Unbalanced snow loads have been considered for this design. '
28= 346(LC 2), 21= 407(LC 3), 20= 396(LC 3), 19= 282(LC 3), 5) All plates are 1.5x4 MT20 unless otherwise indicated.
16= 348(LC 3) 6) Gable studs spaced at 2 -0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. any other live loads.
TOP CHORD 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
7-8= 0/276, 8 -9 =0/276 areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and
any other members, with BCDL = 10.0psf.
I Job Truss Truss Type Qty ; Ply 11 46 UPLAND ST. LEEDS, MA
27441 T1SGE 'GABLE '1 1 , I
1 Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:36:18 2012 Page 1
ID:CdAjoTztJkYs6c91 QXVQwKyn 1 vn- nA7hPStPpXJZsIgWM 1 fl5MBPUXEIVJjgKEXxl_zNrb*
7 -3-0 13 -10-8 20-6-0 27 -9-0
7 -3-0 6 -7 -8 6 -7 -8 7-3-0
8x12 // Scale = 1:45.2,
:
L �` : 1V, r7 4 �'', , 4
°S3 , r
00 12 33 : 34 rt. s [ i r ` h�
• / ;4 t 4x4 i 32 1 - i 35 4x4 -- c a , E' ` � 1-
3 5 ! ,[ t t
r I. 36 °t. ? ,
31 f 4 4 �� 1' s . -'le if
$T4 ► s 1f ... ;a • V� 37
30 \ 6T3 5 T3 ��
1 \ 12 \ I liiiiiii....
2 V�} 1
7
3x4 = 12 11 2 9 10 9 8 3x4 =
4x4 = 4x4 = 5x6 = 4x4 = 4x4 =
Or 1 98# 9-9-0 3x4 14 _- 3x6 26 -1-0 -8 17 0$#,0
0-10-8 8 -10-8 8 -3-0 8 -10-8 0' -1 -8
Plate Offsets (X,Y): [1:0-0- 3,0 -0-7], [4'0-2-12 Edge] [7:0 -0 -3,0 7], [9:0- 2- 0,0 -1-8], [10:0- 3- 0,0 -3 -0], [11:0- 1- 1,0 -1.8] __
iOADING (psf) .- l
SPACING 2 -0-0 CSI DEFL in (loc) I/defl U 1
I (Ground Snow=50.0) PLATES GRIP
TCLL 38.5 1
Plates Increase 1.15 TC 1.00 Vert(LL) -0.33 9 11 >942 240 I MT20 197/144
Lumber Increase 1.15 BC 0.86 Vert(TL) -0.48 9-11 >642 180
TCDL 10.0 Rep Stress Incr YES ! WB 0.89 Horz(TL) 0.09 8 n/a Na
BCLL 0.0 * ! Code IRC2009/TPI2007 (Matrix) Weight: 152 Ib FT = 10%
BCDL 10.0 — — —I
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2 TOP CHORD 5) All plates are 1.5x4 MT20 unless otherwise indicated.
WEBS 2 X 4 SPF Stud 1 -2 =405/0, 2 -30= 620/113, 30-31 = 489/117, 3 -31= 383/129, 6) Gable studs spaced at 2-0-0 oc.
OTHERS 2 X 4 SPF Stud 3 -32 =2149/317, 32 -33 =2010/328, 4-33=-1887/340, 7) This Voss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
BRACING 4-34=-1889/340, 34-35=-2011/328, 5-35=-2151/317, any other live loads. 2151/317, 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all
TOP CHORD 5 -36= 383/129, 36- 37= 488/117, 6- 37=-019/113, 6- 7=405/0
Structural wood sheathing directly applied. BOT CHORD areas where a rectangle 3 -6-0 tall by 1-0-0 wide will fit between the bottom chord and
9
BOT CHORD 1 -12= 18/437, 11 -12= 193/2006, 11- 29=- 81/1445, members, BCDL = 1
Rigid ceiling directly applied or 10-0-0 oc bracing. 10- 29=81/1445, 9- 10= 81/1445, 8-9=-193/2007, 7-8=-18/437
9) ) other AA bearings arre e assumed a med d t to o be SPPF F No.2 .
f.
N
10) Provide mechanical connection (by others) of truss to bearing plate capable of
WEBS WEBS withstanding 100 Ib uplift at joint(s) except (jt =lb) 12 =198, 8 =198.
1 Row at midpt 3 -12, 5-8 3-11=- 482/159, 11- 14= 55/753, 4- 14=81/1120, 9-14= 55/765, 11) This truss is designed in accordance with the 2009 International Residential Code
5- 9=-482/159, 3-12 =1850/244, 2 -12 =575/266, 5-8 =1852/244, sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P1 1,
REACTIONS (Ib /size) 6-8=-575/266
12 = 1699/0 -5-8 (min. 0 -2 -11) 12) All Plates 20 Gauge Unless Noted
8 = 1700/0 -5-8 (min.0 -2 -11) NOTES (12) LOADCASE(S)
Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. 11; Exp B; Standard
12 = 86(LC 7) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) 0 -0-0 to 3 -0-0,
Max Uplift Interior(1) 3-0-0 to 10 -10-8, Exterior(2) 10 -10 -8 to 13 -10-8, Interior(1) 16 -10 -8 to 24-9 -0
12 = - 198(LC 8) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
8 = - 198(LC 9) reactions shown; Lumber DOL =1.33 plate grip DOL =1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. wind (normal to the face), see MiTek "Standard Gable End Detail"
TOP CHORD 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
11 -2= 405/0, 2- 30= -620/113, 30- 31=- 489/117, 3-31=-383/129, Category 11; Exp 8; Partially Exp.; Ct =1.1
4) Unbalanced snow loads have been considered for this design.
! yob truss ,Truss Type j , Qty Ply 46 UPLAND ST. LEEDS, MA i
27441 'T2 KINGPOST 1 1 1
Job Reference o.tional
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:36:33 2012 Page 11
ID:8 ?HUD8 ?8rMpaLwJPYyXu ?lyn1 vl- r2XMZa3gH8C R92UPkgQHCX137aSA WG6tm3fDnczNrb(
6 -10-8 13 -9-0
6 -10-8 6 -10-8
4x6 — Scale: 112 " =1'
3
11 12
6.00 12
10 13
9 T1 T1 14
1.5x4 I1 1.5x4 II
2 4
NI 1
= Io
4x4 = 4x4 =
7 M.
8 1.5x4 II 6
1.5x4 I I 1.5x4 1 1
804#80,-131e 12 -0-0 5 31#
I
0 -10 -8 6 -10-8 12 -10-8 , -9 -0�
0 -10-8 _ 6 -0-0 6 -0-0 0 -10-8
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d I PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.59 Vert(LL) -0.05 7 >999 240 MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.09 6 -7 >999 180
BCLL 10.0. Rep Stress Ina YES WB 0.14 l Horz(TL) 0.01 6 n/a n/a
R 9/TP 200 (Matrix) Weight: 38 Ib FT = 10%
Code/ C200 I 7 ( ) g
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2 BOT CHORD LOAD CASE(S)
WEBS 2 X 4 SPF Stud 1-8= 53/589, 7-8=-53/589, 6-7 =- 53/589, 5-6= 53/589 Standard
BRACING WEBS
TOP CHORD 2-8=-656/273, 4-6=- 656/273
Structural wood sheathing directly applied or 5 -11 -3 oc purlins.
BOT CHORD NOTES (9)
Rigid ceiling directly applied or 10-0 -0 oc bracing. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp 8; : -� �* °4
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0 -0-0 to 3-0-0, }c
REACTIONS (lb /size) Interior(1) 3-0-0 to 3 -10-8, Exterior(2) 3 -10-8 to 6 -10-8, Interior(1) 9 -10-8 to 10-9-0 zone; tf
8 = 804/0 -5-8 (min. 0 -1-8) cantilever left and right exposed : C -C for members and forces & MWFRS for reactions -
6 = 804/0 -5-8 (min. 0 -1 -8) shown; Lumber DOL =1.33 plate grip DOL =1.33 t3' F!' j;; ( t' )
Max Horz 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); e fly
8 = 44(LC 7) Category II; Exp B; Partially Exp.; Ct =1.1 r I -? if r (' , ;It
Max Uplift 3 ) Unbalanced snow loads have been considered for this design. r 1 ( a „ i , f 1 7
8 = - 131(LC 8) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with / '� y ')t : -
6 = - 131(LC 9) any other live loads. ( 1 f "
5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all .)'irz , f
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and � t,1x„ >
TOP CHORD any other members. ,
1 -2= 538/17, 2 -9 =- 793/159, 9 -10= 666/163, 10 -11= 659/163, 6) All bearings are assumed to be SPF No,2 . ' 1) ', a'
3-11= 565/174, 3-12 =565/174, 12-13=659/163, 13 -14 =- 666/163, 7) Provide mechanical connection (by others) of truss to bearing plate capable of ' -Z
4.14= 793 /159, 4-5 =- 538 /17 withstanding 100 Ib uplift at joint(s) except (jt =lb) 8 =131, 6 =131. I
BOT CHORD 8) This truss is designed in accordance with the 2009 Intemational Residential Code I
1-8= 53/589, 7-8=-53/589, 6 -7= 53/589, 5-6= 53/589 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9) All Plates 20 Gauge Unless Noted
ii Job — - Truss _ — i Truss Type Qty Ply 46 UPLAND ST. LEEDS, MA
27441 T2GE GABLE :1 1 ,
1 1 ;Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:36:44 2012 Page 1''
ID:cCrsQU ?mcfxRz3uc5f27Yyyn1 vk- 1AiWsLCjh WbtztgWuU7s9rF370JgbGyVtHgJgUzNrbk
6 -10-8 13 -9-0
6 -10-8 6 -10-8
4x4 =
Scale = 1:22.0
5
18 •, 19
6.00 2
6
4 T 8 9 ■ ■ ii.
c ■ • ■ • ■ • ■: ■ • ■ r. o
3x4— ��AAAAAR�AC��M���A�� � A�AAA �C*����MAA��A���A�AA�A�AAA� 3x4-
16 15 14 13 12 11 10
0 -10-8 13 -9 -0
0 -10-8 12 . -10-8 I {
LOADING (psf) I SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.09 Vert(LL) Na - n/a 999 MT20 197/144
(Ground Snow =50.0)
TCDL 10.0 1 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a - n/a 999
Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 10 n/a n/a
BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Weight: 47 Ib FT = 10°6
BCDL 10.0 I
LUMBER
TOP CHORD 2 X 4 SPF No.2 NOTES (13)
BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B;
W LOAD CASE(S)
WEBS 2 X 4 SPF Stud enclosed; MWFRS (low -rise) gable end zone and C-C Comer(3) 0-0-0 to 2 -10-8, Standard
OTHERS 2 X 4 SPF Stud Exterior(2) 2 -10-8 to 3 -10 -8, Comer(3) 3 -10-8 to 6 -10-8, Exterior(2) 9 -10-8 to 10-9 -0
BRACING zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
TOP CHORD reactions shown; Lumber DOL =1.33 plate grip DOL =1.33
Structural wood sheathing directly applied or 6-0-0 oc pudins. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to r ` ., , I
BOT CHORD wind (normal to the face), see MiTek "Standard Gable End Detail" 't Of `,,
Rigid ceiling directly applied or 6-0-0 oc bracing.
3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); ; tj u
REACTIONS All bearings 12 -0 -0. Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design. t { f f q r r s; f
(lb) a 5) All pl are 1.5x4 MT20 unless otherwise indicated.
16 -44(LC 6 = !ti n
Max Uplift ) 6) Gable studs spaced at 2 -0-0 oc ) , f V� j
All uplift 100 Ib or less at joint(s) 14, 15, 12, 11, 16, 10 )This truss has been designed fora 10.0 psf bottom chord live bad nonconcurrent with r 1 , . ,1 )2 / ,
any other live loads. i� / J m f. f
Max Gray All reactions 250 lb or less at joint(s) 15, 11, 16, 10 except 8) • This truss has been designed fora live load of 20.0psf on the bottom chord in all 0-4,-, z t
13= 253(LC 1), 14= 290(LC 2), 12= 290(LC 3) areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and k . iter`
any other members. $ a ,, " `''
9) All bearings are assumed to be SPF No.2 . .
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. /:r 1 s � r;,
10) Provide mechanical connection (by others) of truss to bearing plate capable of rl
withstanding 100 Ib uplift at joint(s) 14, 15, 12, 11, 16, 10.
11) Non Standard bearing condition. Review required.
12) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
13) All Plates 20 Gauge Unless Noted
Job - Truss Truss Type I Dy ! Pry - 46 UPLAND ST. LEEDS, MA
! 27441 T3 FINK ,1 6 1
I 1
_ 1 Job Reference (optional)
Tr uss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:36:55 2012 Page 11
I D:cCrsClU ?mcfxRz3uc5f27Yyyn 1 vk- CHsgA6Kd5vzJoR9d 11pR5ADoVStpg9k6gU_OZLzNrbN,
1-0 6-3 -2 12 -0-0 17 -8 -14 24-0-0 25-0
1 1-0 6 -3-2 5-8 -14 5-8 -14 6 -3 -2 1-0
Scale = 1:37.5
1 5x6 =
f
14 \ 15 f i rs - 4 fyl
6.00,9 r ? c , •
oe— - 13 \ 16 1.5x4 7/ r 1 tf � / t
1 3 5 1, , t t r, f a t
. ..rlt „!,:i'', r A j ash
1 1
17
2 6
N
1 B1 :2 �\ lY
I ►� o •
wom
10M. 9 10 11 8
4x6 — 4x4 = 5x8 = 4x6 =
8 -0-0 16 -0-0 24 -0-0
155#1 -210# 8 -0-0 8-0-0 8 -0-0 1 552#1 -210# !
Plate Offsets (X,Y): [8:0-4- 0,0 -3-01 _ __
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.72 Vert(LL) -0.24 8 -9 >999 240 ' MT20 197/144
(Ground Snow=50.0)
TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.39 8-9 >729 180
Rep Stress Ina YES WB 0.39 Horz(TL) 0.08 6 n/a n/a
BCDL 10.0 • Code IRC2009/TPI2007 (Matrix) Weight: 841b FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF No.2 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
BOT CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
WEBS 2 X 4 SPF Stud 2 -12= 2533/308, 3 -12 =- 2410/329, 3-13 =- 2240/323,
BRACING 13- 14= 2117/332, 4-14 = 2111/343, 4-15 =2111/343, any other members, with BCDL = 10.Opsf.
TOP CHORD 15 -16= 2117 / 332, 5-16=-2240/323, 5-17=2410/329, 7) All bearings are assumed to be SPF No.2 . 1
8) Provide mechanical connection
Structural wood sheathing directly applied or 2 -10 -11 oc purlins. 6-17=2533/308
(by others) of truss to bearing plate capable of
withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =210, 6 =210.
BOT CHORD BOT CHORD 9) This truss is designed in accordance with the 2009 Intemational Residential Code
Rigid ceiling directly applied or 10-0 -0 oc bracing. 2 -9= 193/2132, 9-10=-78/1447, 10-11 =78/1447, 8-11- 78/1447, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
—
6 81932132 10) All Plates 20 Gauge Unless Noted
REACTIONS (lb /size) WEBS
2 = 1552/0 -5-8 (min. 0 -2 -7) 3 -9= 588/169, 4-9= 85/902, 4-8 =- 85/902, 5 -8= 588/169 LOAD CASE(S)
6 = 1552/0-5-8 (min. 0-2-7) Standard
Max Horz NOTES (10)
2 = -69(LC 6) 1) Wind: ASCE 7 -05; 100mph; TCDL =4.2psf; BCDL =5.0psf; h =25ft; Cat. II; Exp B;
Max Uplift enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1 -0-0 to 2-0-0,
2 = - 210(LC 8) Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9 -0-0 to 12-0-0, Interior(1) 15 -0-0 to 22-0 -0 zone;
6 = - 210(LC 9) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions
shown; Lumber DOL =1.33 plate grip DOL =1.33
FORCES (Ib) - Max. Comp, /Max. Ten. - All forces 250 (Ib) or less except when shown. 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
TOP CHORD Category II; Exp B; Partially Exp.; Ct =1.1
2 -12= 2533/308, 3- 12=- 2410/329, 3- 13= 2240/323, 3) Unbalanced snow loads have been considered for this design.
13 -14=- 2117/332, 4-14=-2111/343, 4-15=2111/343, 4) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times
15 -16- 2117/332, 5- 16= 2240/323, 5-17=-2410/329, flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
6 -17= 2533/308 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
Job Truss Truss Type I Qty 1 FIY 1 46 UPLAND ST. LEEDS, MA
27441 T3GE 1 GABLE 1 1
j Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Apr 23 12:37:09 2012 Page 1
7 -Q ID: cCrsQU? mcfxRz3uc5f27Yyyn1vk- ojz6uVPoCkKTbEKrE4jg7oLr5rHyYrA2gN73XzNrbl
1 12 -0-0 + 12 -0-0 -0
I
4x4 =
Scale = 1:38.8
8
7 9
6.00 12 28 i 1 29
6 10
27 ■ 1
30
5 11
I ST5 i
• 4 ST5 ST5 12
'a------ ST4 F. T4 �q
3ST / ST$ ST3 L T1 13
&T2 STR ■
14
■
no 2 ■ • ■ a ■ ■ ■ ■ • ■, ■ 15 `
o 1 i' ■ -■ • ■_1 ■ ■ ■ ■ ■ 2 ■ t o
3x4 = 26 25 24 23 22 21 20 19 18 17 16 3x4 =
5x6 =
24 -0-0
_ 24 -0-0
Plate Offsets (X,Y): 119:0- 3-0,0 -3 -0] _
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP
TCLL 38.5
(Ground Snow =50 0) Plates Increase 1.15 , TC 0.10 Vert(LL) -0.01 15 n/r 120 MT20 197/144
Lumber Increase 1.15 I BC 0.05 Vert(TL) -0.01 15 n/r 90
TCDL 10.0 Rep Stress Ina YES WB 0.15 Horz(TL) 0.00 14 n/a n/a
BCLL 0.0 * Code IRC20091TPI2007 (Matrix) Weight: 99 Ib FT = 10%
BCDL 10.0 — — --,
LUMBER
TOP CHORD 2 X 4 SPF No.2 NOTES (14) 13) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100m h; TCDL =4.2 sf; BCDL =5.0 sf; h =258; Cat II;
OTHERS 2 X 4 SPF Stud P P P Exp 9; sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
BRACING enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) -1-0 -0 to 2-0-0, 14) All Plates 20 Gauge Unless Noted
Exterior(2) 2 -0-0 to 9-0-0, Comer(3) 9-0-0 to 12 -0 -0, Exterior(2) 15-0 -0 to 22-0-0 zone;
TOP CHO sheathing directly applied or 6-0 0 oc pudins. cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions LOAD CASES)
BOT CHORD shown; Lumber DOL =1.33 plate grip DOL =1.33 Standard
Rigid cling directly applied or 10-0-0 oc bracing. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see MiTek "Standard Gable End Detail " �
REACTIONS All bearings 24 0 -0. 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); y + "X ' - 4,
Category II; Exp 9; Partially Exp.; Ct =1.1 yt J�
(Ib) - Max Horz 3 -' mot.
4) Unbalanced snow loads have been considered for this design.
6) 2= -69 (LC 6 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times t ' y
Max Uplift flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. � r S ( t J r ,, I i . '
r , 1 .-
All uplift 100 Ib or less at joint(s) 2, 14, 22, 23, 24, 25, 6) All plates are 1.5x4 MT20 unless otherwise indicated. t . '
26, 20, 19, 18, 17, 16 . _ - F, n1
Max Gray 7) Gable requires continuous bottom chord bearing. t }
8) Gable studs spaced at 2 -0-0 oc. r t ,� ' 14 e , ±.f -
All reactions 2501b or less at joint(s) 2, 14, 24, 25, 26,
18, 17, 16 except 21= 290(LC 1), 22= 407(LC 2), 23= 341(LC 2), 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with / :I , „ . r
20= 407(LC 3),19= 341(LC 3) any other Eve bads. 1a 1 j
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all 14 ./
areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and > j
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. any other members, with BCDL = 10.0 P sf. E b y =
WEBS ; r , N . ,,.r ,
11) All bearings are assumed to be SPF No.2 . M1 -r'f
7-22=-281/132, 6-23=-261/99, 9-20=-281/132, 10 -19= 261/99 12) Provide mechanical connection (by others) of truss to bearing plate capable of `°'
withstanding 100 Ib uplift at joint(s) 2, 14, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16.
Contractor Copy of Order /1,4 - ow
WORK ORDER # 27441 Ordered On:04/23/12
ENGINEERI 1 81 GOODWIN ST Projected Delivery By: 05/05/12 **
CORPORATION PO BOX 51027
PAZIPIrA MAZI i INDIAN ORCHARD, MA 01151
Job: ZIEMINSKI
MANUFACTURERS OF ROOF & FLOOR TRUSSES
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 '-`,
46 UPLAND ST.
LEEDS, MA
Sold To: r.k. Miles, Inc. p• , - MINI
24 West St.
West Hatfield, MA 01088 Ordered By:WAYNE HELMS
Attn:WAYNE HELMS
Phone: (413) 247 -8300 Our Salesman: Brian Tetreault
Cancellation Date: 04/26/12
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery " dates are NOT scheduled ship dates.
SPECIAL INSTRUCTIONS: *COPY OF 26561 W/ CHANGES.
LOADING TCLL- TCDL- BCLL -BCDL
ROOF TRUSSES INFORMATION 50.0,10.0,0.0,10.0 - ROOF TRUSS SPACING: 24.0 IN. O.C. (TYP.) LAYOUT BY: ON: / /
I PROFILE I Q TY PITCH TY BASE OIA ( LUMBER OVRHG / CANT SHIPPING UNIT UNIT TOTAL
1 1 ( PLY TOP BOT TRUSS ID SPAN SPAN TOP BoT LEFT RIGHT WIDTH I WEIGHT PRICE PRICE
FINK }
- . '"'-a. 15 6.00 0.00 Ti 27 -09-00 27 -09-00 2 X 4 2 X 4 00 -10-08 00 -10-08 07 05 08 r 112
I 1 GABLE 07 121
1:u.1T, , 1 6.00 0.001_ T1SGE 27 -09 -00 27 -09 00 2 X 4 2 X 41
G ABLE
., 1 6 0 00 T1GE 27 -09 -00 27 -09 -00 2 4
.. — { 2 X 4 00- 10 -08 00 -10 -08 07 - - 152
o KINGPOST 0311 -08 38
• +. 1 6.00 0.00 T2 13 -09 -00 13 -09 -00 2 X 4 2 X 4 00- 10-08 00 -10 -08
' GABLE
*- 1 6.00 0.00 T2GE 13-09-00 13_09 -00 2 X 412 X 4 { _ -1 03 47
FINK 01-00-00 01-00-00 06-09-15 I I
. - - , - ` 6 i 6.00 0.00 T3 24 -00-00 24 -00-00 2 X 4 2 X 4
GABLE 01-00-00 01 -00 -00
, :-- - 1 6.00 0 00 T3GE 24 -00 -00 24 -00 -00 2 X 4 2 X 4 06 99 I
ROOF SUB - TOTAL:
* * * ** IMPORTANT NOTE * * * **
It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval.
Any and all changes must be received by Truss Engineering prior to the cancellation date.
Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation
date will be perceived as a full approval of order.
Truss Engineering is responsible for supplying only the material as listed on the order. SUB -TOTAL
Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery
of order may result in additional charges.
GRAND TOTAL
I i * ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROV AS AN ORDER * **
I
(Approved By: Approval Date:
PO #: Requested Delivery Date: