23D-064 (5) Qty Ply 40 NU TTING AVE. FLORENCE, MA
Job !Truss Truss Type -I
28160 T1 GE 01151 GABLE 2 1 !Job Reference (optional) Sep
Truss Engineering Corp., Indian Orchard, MA 0 - --
- - - -- - 7.250 s Nov 19 2010 MiTek Industries, Inc. Thu Se 06 06'20:09 2012 Page 1'1
ID: TOvyZ9FKKi_ tNSozvfspA6zbzQz- ZdHfMhK4R_XI5hQ FnoQn1NopgBjhvN8QD3gB_SygSAa
1-4 -0 12 -9 -0 25-6-0 26 -10 -
1 -4 -0 12 -9 -0 12 -9 -0 1 -4-0
Scale = 1:39.4
4x4 =
8
9
7
5.00 12 31 , 1 • 32
6
10
' 11
5
3 33
r ' 12
. 4 ■
3 r ST ' 13
29 r r. ST 34 ST' 14
2 15 4
1 c
I o Nom
28 27 26 25 24 23 22 21 20 19 18 17 16,
3x8 I I 5x6 = 3x8 I I
1
25 -6 -0
I I
25 -6 -0
t Plate Offsets (X M: [16:0-4-12,0-1-81 - 120:0-3-0,0-3-01 [28 [28:0-4-12,0-1-8] .- -- - _ —
LOADING (psf) SPACING 2 -0 -0 1 CSI DEFT in (loc) I/defl L/d PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.14 Vert(LL) -0.02 15 n/r 120 MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 0.04 I Vert(TL) -0.03 15 n/r 90
TCDL 10.0 Rep Stress Ina YES WB 0.16 Horz(TL) 0.00 16 n/a n/a
BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 107 Ib FT = 10%
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF 2100F 1.8E 10) Provide mechanical connection (by others) of truss to bearing plate capable of
BOT CHORD 2 X 4 SPF No.2 TOP CHORD withstanding 100 Ib uplift at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17.
WEBS 2 X 8 SPF 1650E 1.5E 2 -28 =- 289/179, 14 -16 =- 291/180 11) This truss is designed in accordance with the 2009 International Residential Code
OTHERS 2 X 4 SPF Stud WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. I
BRACING 7 -23 =- 287/133, 6 -24 =- 268/90, 9 -21 =- 287/133, 10 -20 =- 266/89 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
TOP CHORD analysis and design of this truss.
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. NOTES (13) 13) All Plates 20 Gauge Unless Noted
BOT CHORD 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B;
Rigid ceiling directly applied or 6 -0 -0 oc bracing. enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) -1-4-0 to 1-8 -0, LOAD CASE(S)
Exterior(2) 1 -8-0 to 9-9 -0, Comer(3) 9 -9-0 to 12 -9 -0, Exterior(2) 15 -9 -0 to 23 -10-0 zone; Standard
REACTIONS All bearings 25-6 -0. cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
(Ib) - Max Horz shown; Lumber DOL =1.33 plate grip DOL =1.33 .0 "�=
28= -49(LC 9) 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); 't l+ -/p 41 ..: -. .
so
Max Uplift Category II; Exp B; Partially Exp.; Ct - -1.1 i qw- ' 'IN
All uplift 100 Ib or less at joint(s) 28, 16, 23, 24, 25, 26, 3) Unbalanced snow loads have been considered for this design.+
27, 21, 20, 19, 18, 17 4) This truss has been designed for greater of min roof live toad of 16.0 psf or 1.00 times ` f +. rY i F f
Max Gray flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. 1 v y, , car
All reactions 250 Ib or less at joint(s) 26, 27, 18, 17 except 5) All plates are 1.5x4 MT20 unless otherwise indicated. - t,} Y f r �ry
28= 318(LC 2), 16= 321(LC 3), 22 =318(LC 1), 23= 412(LC 2), 6) Gable requires continuous bottom chord bearing. 1 e' } - t / / i
24= 348(LC 2), 25= 266(LC 2), 21 409(LC 3), 20= 343(LC 3), 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with %, f i i '-
19= 268(LC 3) any other live Toads. t' 'PA '
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all '? ! ii.
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
TOP CHORD any other members, with BCDL = 10.Opsf. r
1
1 2 -28 =- 289/179, 14- 16=- 291/180 9) All bearings are assumed to be SPF No.2 . $
T ype y X40 NUTTING AVE. FLORENCE, MA - — -
Job Truss Truss Type Qty PI '
T1 FINK 29 1 p 06 06:20 13 2012 Page 1,
Z86 Engineering ID:TO Z9FKKi_t 5ozvfs SP sZr7J08 eP7d gSAW _
i__ Truss -- MA 01151 .-- -_ -_. -- - -..._ --- JobReference o tional
Corp., . Indian Orchard, P
vY P 1 P Y9
�- 1-4 -0
1-4 -0 6 -5 -13 6 -3 -3 6 -3 -3 6 -5 -13 � 6 -5 -13 12 -9 -0 19 -0 -3 25 -6 -0 2 1 -4 -0 6 -10 -Q 1
Scale = 1:38.8'
5x6 =
5
5.00112 25 26
5 3 7�Sx4 27 1.5x4 //
234 24 6 28
4. \ •• 74x269 29
22
2 11 I � 8
INI B MI -o
MI 11 20 21 10 ►i
5x9 4x4 = 6x6 = 5x9
167211-224# 8 -10 -0 16 -8 -0 25 -6 -0 1672#/ -224#
8 -10 -0 7 -10 -0 8 -10 -0
Plate Offsets (X,Y): [2:0 -3-4 0 -0 -6], [8:0 -5- 15,0 -0 -6], [10 0 3 0,Edge]
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.91 Vert(LL) -0.35 10 -11 >874 240 MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -0.54 10 -11 >565 180
TCDL 10.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.12 8 n/a n/a
BCLL 0.0 '
_BCDL 10.0 Code IRC2009/TPI2007
(Matrix -M) Weight: 97 Ib FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF 2100F 1.8E 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 -22 =- 641/0, 3 -22 =- 556/0, 3 -23 =- 2658/367, 4 -23 =- 2496/369, any other members, with BCDL = 10.Opsf.
SLIDER 4- 24=- 2383/331, 24- 25=- 2359/341, 5-25 =- 2257/351, 7) All bearings are assumed to be SPF No.2 .
Left 2 X 6 SPF 1650F 1.5E 2 -6 -0, 5 -26 =- 2257/351, 26-27=-2359/341, 6-27=-2383/331, 8) Provide mechanical connection (by others) of truss to bearing plate capable of
7 -28=
Right 2 X 6 SPF 1650F 1.5E 2-6-0 6 -28 =- 2496/369, 7 -28 =- 2658/367, 7-29=-556/0, 8 -29= -641/0 withstanding 100 Ib uplift at joint(s) except (jt =1b) 12 =224, 16 =224,
BRACING BOT CHORD 9) This truss is designed in accordance with the 2009 International Residential Code
TOP CHORD 2 -11 =- 237/2364, 11 -20 =- 123/1724, 20-21=-123/1724, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Structural wood sheathing directly applied. 10 -21 =- 123/1724, 8 -10 =- 237/2364 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BOT CHORD WEBS analysis and design of this truss.
Rigid ceiling directly applied or 2 -2 -0 oc bracing. 4 -11 =- 574/162, 5 -11 =- 60/782, 5 -10 =- 80/782, 6 -10 =- 574/162 11) All Plates 20 Gauge Unless Noted
NOTES ..+'
11
REACTIONS (Ib /size) ( ) LOAD CASES) s`
2 = 1672/0 -5 -8 (min. 0 -2 -10) 1) Wind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL =5.0psf; h =255; Cat. II; Exp B; Standard 0* 0 .1. . y x
, 8 = 1672/0 -5 -8 (min. 0 -2 -10) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8 -0, ,**
Max Horz Interior(1) 1 -8-0 to 9 -9 -0, Exterior(2) 9 -9-0 to 12 -9 -0, Interior(1) 15 -9 -0 to 23 -10-0 zone; e $ r rr µ
2 = -47(LC 9) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions Max f
Uplift shown; Lumber DOL =1.33 plate grip DOL =1.33 P t <R�
2 = - 224(LC 8) 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); s r / ' t
8 = - 224(LC 9) Category II; Exp B; Partially Exp.; Ct =1.1 s �` '� t' 4
3) Unbalanced snow loads have been considered for this design. tE '. "' r
! FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times +
ii TOP CHORD flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. +
2 -22 =-041/0, 3 -22 =- 556/0, 3 -23 =- 2658/367, 4 -23 =- 2496/369, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a ' . * a
any other live loads. ' ' 7a*.. : "a
Contractor Copy of Order 1 ►
- WORK ORDER # 28160 Ordered On:09/06/12
ENGINEERING B 181 GOODWIN ST Projected Delivery By: 09/15/12 **
CORP RATION sox 7 ARD, MA 01151 ") 2 D , 4
a IND IA N ORCH O� J
Job: MR. AND MRS. KAJKA
MANUFACTURERS OF ROOF & FLOOR TRUSSES DAVID HARDY
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187
40 NUTTING AVE.
FLORENCE, MA
Sold To: r.k. Miles, Inc. PO: RU45358HARDY
24 West St.
West Hatfield, MA 01088 Ordered By: DAVE THIBODEAU
Attn: DAVE THIBODEAU
Phone: (413) 247 -8300 Our Salesman: Brian Tetreault
Cancellation Date: 09/09/12
** 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: *10" HEEL HEIGHT.
*COUNT BASED ON 16" O.C. SPACING BUT DESIGNED FOR 24"
0.0 FOR ATTIC SCUTTLE ACCOMODATION. LOCATE AS
REQUIRED BASED ON FIELD LOCATION.
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 !CITY PITCH TYPE BASE 1 0/A LUMBER OVRHG / CANT I SHIPPING I UNIT UNIT E TOTA
PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT WIDTH WEIGHT PRI
01-o4-00 ,
29 5.00 0.00 FINK 0
L 25 -06-00 25 -06 -00 2 X 4 2 X 4 06 - - 97
I = 1
GABLE
01 -04 -00 01 - 04 - 00
06-02-03 107
— - — - -
2 5.00 0.00 T1 GE 25-06-00 25-06 -00 2 X 4i 2 X 4
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 approva l'.
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
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * **
Approved By: Approval Date:
PO #: Requested Delivery Date: _ J