17D-088 (2) Job _._--- Truss __ - , 'Tnralyps City
aIv : 111 ST RAW A V E . NOR THAMPT ON, MA
QB `► 0 001 �� n9 , Corp ., Indl6n Orchard, Iu1 1151 NOPiTCH TRUSS 9 D _ Job Reference (optional) 250 s NaG 1$ 2010 FiITek iiMuitriea, Inc. Diu Nov 10 70:3 5 283611 Pnge T'' •
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6 -0-0 11-8 -8 12-0 15-0-0
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. -
LOADING (psf) SPACING 2-0-0 CSI • DEFL in (loc) (idefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1 -15 TC 0.86 Vert(LL) -0.09 11 >999 240 MT20 197/144
(Roof Snow= 40.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.17 11 -12 >827 180
TCDL 10.0 Rep Stress Inc( YES WB 0.70 tiorz(TL) 0.01 10 nla n/a
BCLL 0.0 • Code IRC2009ITPI2007 (Matrix) Weight: 72 Ib FT = 10%
BCDL 10.0 •
•
LUMBER
TOP CHORD 2 X 4 SPF No.2 "Except' 7) All bearings are assumed to be SPF No.2 .
Ti • 2 X 6 SPF 1650E 1.5E TOP CHORD . 8) Bearing at joint(s) 12, 10 considers parallel to grain value using ANSI/TPI 1 angle to
BOT CHORD 2 X 4 SPF No2 3- 12= -550/145, 3-13 =- 1105/139, 4-13 =- 1052/148, grain formula. Building designer should verify capacity of bearing surface.
WEBS 2 X 4 SPF Stud 4-5=- 1494 /1603, 56 =- 1439 / 1543, 6-7 =- 321/390, 5- 10= -530/180 9) Provide mechanical connection (by others) of truss to bearing plate capable of
BRACING BOT CHORD withstanding 73 Ib uplift at joint 12 and 478 Ib uplift at joint 10. •
TOP CHORD 11 -12 =- 345140. 10- 11= J12/1064, 9-10=- 388J207 10) This truss is designed in accordance with the 2009 International Residential Code
Structural wood sheathing directly applied or 3-11 -6 oc purlins, except end verticals. WEBS sections R502.11.1 and 5802.10.2 and referenced standard ANSI/TPI 1.
BOT CHORD 3-11=86/1013, 4-10=-2478/981, 6-9=-358/225, 6-10=-1360/1278, 11) "Semi-rigid pitchbreaks with foxed heels" Member end fixity model was used in the
Rigid ceiling directly applied or 6-0-0 oc bracing. 7- 8= -431/356 analysis and design of this truss.
WEBS 12) All Plates 20 Gauge Unless Noted
1 Row at midpt 4-10 NOTES (12)
1) Wind: ASCE 7-05; 100mph: TCDL= 4.2pst; BCDL =S opsf h =25ft; Cat. II; Exp B: LOAD CASES) •
REACTIONS (Ib/size) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -0-8-0 to 2-4-0, Standard •
12 602/0-3-8 (min. 0-1-8) Intenor(1) 2-4-0 to 14-10-4, Exterior(2) 14 -10.4 to 17 -10-4 zone; cantilever left and right
10 = 1604/0 -3-8 (min. 0-2-8) exposed ;C-C for members and forces 8 MV4FRS for reactions shown; Lumber
•
Max Horz DOL =1.33 plate grip DOL =1.33 •
12 = 222(LC 9) 2) TCLL: ASCE 7 -05; Pf =40.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; •
Max Uplift Ct =1.1
12 = -73(LC 8) 3) Unbalanced snow bads have been considered for this design.
10 = - 478(LC 9) 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times
flat roof load of 40.0 psf on overhangs non-concurrent with other live bads. •
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
TOP CHORD any other live loads.
3- 12 = -550/ 145, 3-13= -1105/139, 4- 13=- 10521148, 4 -5=- 1494/1603, 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
56 =- 1439/1543, 6-7 =- 321/390, 5-10= -530/180 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
Job - Tail. TtussType QH PIy - 111 STRAWAVE. NORTHAMPTON, MA
QB1110010 'M2 I Monopltch Truss 7 1
- „Job Reference1optlonel) _
Trues Engineering Corp., Indian Orchard, it i 161 7.260 Nov 1$ 201 - _ frill ek jnduehfee, Inc. - Thu Nov lO 10 :31:3 2111 Paappae 1
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6-0-0 5-8-8 0-3-8
Plate Offsets (X Y) (3:0 -2- 1203 -0), j6 0.3- 10 -2.8]_
LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.13 7 >999 240 MT20 197/144
(Roof Snow =40.0) Lumber Increase 1.15 BC 0.62 Vert(TL) -0.22 7-8 >631 180
TCDL 10.0 Rep Stress Ina YES WB 0.81 Horz(TL) 0.03 6 Na r>/a
BCLL 0.0 • Code IRC2009/TPI2007
BCOL 10.0 (Matra) Weight. 47 Ile FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF No.2 "Except'
T1: 2 X 6 SPF 1650E 1.5E TOP CHORD 8) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to
BOT CHORD 2 X 4 SPF No.2 3-8=-731/190, 3-9 =- 2009/337, 4-9 =- 1959/346 grain formula. Building designer should verify capacity of bearing surface.
WEBS 2 X 4 SPF Stud BOT CHORD 9) Provide mechanical connection (by others) of truss to bearing plate capable of
BRACING 6-7 =- 45511967 withstanding 118E uplift at joint 8 and 149 lb uplift at joint 6.
TOP CHORD WEBS 10) This tens is designed in accordance with the 2009 International Residential Code
Structural wood sheathing directly applied or 2 -11 -1 oc ptrlins, except end verticals. 3- 7=- 277/1886, 4-7 =- 275/135, 4-6=-1885/428 sections R502.11.1 and R802.10.2 and referenced standard ANSI/T'PI 1.
807 CHORD 11) "Semi -rigid pitchbreaks with foxed heels" Member end fixity model was used in the
R d ceiling direct analysis and design of this truss.
b ng ly applied or 8-7 -14 oc bracing. NOTES (12) 12) All Plates 20 Gauge Unless Noted
WEBS 1) Wind: ASCE 7-05; 100mph, TCDL =4.2psf, BCOL= 5.0psf, h =25ft, Cat. II, Exp 8;
1 Row at midpt 4-6 enclosed, MWFRS (low -rise) gable end zone and C-C Exterior(2) -0-8-0 to 2-4-0, CASE(S)
ASE(S)
Interior(1) 2-4-0 to 8-10-4, Exterior(2) 8-10-4 to 11 -10-4 zone, cantilever left and right
Standard CA
REACTIONS (lb/size) exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
8 = 787/0-3-8 (mm. 0-1-8) OOL =1.33 plate grip DOL =1.33
6 = 700/0-3-8 (min. 0 -1-8) 2) TCLL: ASCE 7 -05; Pf =40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.,
Max Horz Ct =1.1
8 = 151(LC 6) 3) Unbalanced snow loads have been considered for this design. ��
b ,
Max Uplift 4) This truss has been designed for greater of min roof live bad of 20.0 psf or 1.00 times
8 = - 118(LC 6) flat roof bed of 40.0 psf on overhangs non - concurrent with other live bads.
6 = - 149(LC 6) 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with
any other live bads.
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 6) • This truss has been designed for a live bad of 20.Opsf on the bottom chord in all
TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and I
3- 8 =- 731/190, 3-9 =- 2009/337, 4-9 =- 1959/346 any other members.
7) All bearings are assumed to be SPF No.2 .
Job 'Truss Truss gyps I , Ply 111 STRAW AVE. NORTHAMPTON, MA ICNY
QB1110010 MIA I MONOPITCH TRUSS 11 1
'Truss € Ineadn Corp., Indite Orchard, _ _.. _. _.. .. _.. _.... _. r; Job Reference (optlonsl _ -- so
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Plate Offsets (X Y): 13 03 -0,0 -2 -01 [5 0- 2- 12,Edge],17:0-0- 12.0 -2 -0], [9.0-3-12,0-3-4j . . _ ....
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.32 10-11 >664 240 MT20 197/144
(Roof Snow =40.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.57 10-11 >368 180 MT18H 197/144
TCDL 10.0 Re Stress Ina YES
BCLL 0.0 ' p WB 0.83 Horz(TL) 0.07 9 r✓a rrla
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 80 Ib FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E "Except'
71,74: 2 X 6 SPF 1650F 1.5E TOP CHORD 7)' This truss has been designed for a live load of 20.Opaf on the bottom chord in all
BOT CHORD 2 X 4 SPF 1650F 1.5E 3 -12- 1174/284, 3-13=-3377/574, 4-13= 3291/586, areas where a rectangle 3-6-0 tali by 1-0-0 wide will 51 between the bottom chord and
WEBS 2 X 4 SPF Stud 'Except' 4-6 =- 3232/551, 6-9=-555/269 any other members.
W5 2 X 6 SPF 1650E 1.5E. W2: 2 X 4 SPF No.2 BOT CHORD 8) AN bee ngs are assumed to be SPF No.2 .
BRACING 10-11= 750/3304, 9- 10= -651/3157 9) Bearing at joint(s) 12, 9 considers parallel to grain value using ANSUTPI 1 angle to
TOP CHORD WEBS grain formula. Building designer should verify capacity of bearing surface.
Structural wood sheathing directly applied or 3-2-8 oc pudins, except end verticals. 3- 11 =- 484/2974. 4- 11=559/174, 5.9 =- 2942/620 10) Provide mediankal connection (by others) of truss to bearing plate capable of
BOT CHORD withstanding 195 b uplift at joint 12 and 294 Ib uplift at joint 9.
Rigid ceiling directly applied or 8-3-6 oc bracing. NOTES (13) 11) This truss is designed in accordance with the 2009 International Residential Code
WEBS 1) Wind ASCE 7 -06, 100mph, TCDL=4.2psf; BCDL =5.0psf h=25ft. Cat 11 Exp 6: sections /2502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Wi
1 Row at midpt 5-9 enclosed, MWFRS (low -rise) gable end zone and C-C Exterior(2) -1.4-0 to 15-0, 12)' Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
ana
Interior(1) 1-8-0 to 17-4-0, Exterior(2) 17-4-0 to 20-4-0 zone end vertical left and right lys s and design of this truss.
REACT1ONS (lb/size) exposed;C -C for members and forces & MWFRS for reactions shown, Lumber 13) Alt Plates 20 Gauge Unless Noted
ril
12 = 1191/05 -8 (min. 0 -1 -14) DOL =1.33 plate grip DOL =1.33 LOAD CASE(S)
9 = 1331/0-5-8 (min. 0-2 -1) 2) TCLL: ASCE 7-05, Pf=40.0 psf (flat roof snow); Category'', Exp 8, Partially Exp.; Standard
Max Horz Ct =1.1
12 = 214(LC 7) 3) Unbalanced snow bads have been considered for this design.
Max Uplift 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times
12 = - 195(LC 6) flat roof load of 40.0 psf on overhangs non - concurrent with other live loads.
9 = - 294(LC 9) 5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with
FORCES (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. any other live loads.
TOP CHORD
3- 12=- 1174/284, 3- 13= 3377/574, 4- 13=- 3291/586. 4-5= 3232/551_
doh Truss Truss Type Cdy Fly 111 ST R A W AVE. N RTHAMPTbN, MA
•
QB1110010 M1 MONOPITCH TRUSS ' 19 1
2-4-0 6 -1 -3 11 -10 -13 doe Reference vw
._ -_ (optional)
truse Corp., Indian Orchard, IT 61151 - - - -- - - - - -- 7.250 a Nov 19 21)10 MITek Industries, Inc. Thu Nov 10 1033:39 2011 - Iseappee 1
ID: NXw95xlne7xyoXxDuM4vyRVtz- fRKprt cM 181 mmaCOegjIVVXcWg57E0ee8KHaKyKdPq
11-10-13 18-0-0 _ 19-4
-4-0 6 -1 -3 5 -9 -11 6 -1 - 3 { 1 -4 -0 0
3x4 \\ Scale =1:42.7,
3.50 ! 12 4x6 ; 3x4
7 8 9 •
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Plate Offsets (X,Y) 12:0- 1- 40 -2 -01 [3:073-0,0-1-121 [7:0-0- 14.0 -2.01 00:0-4-0p-3-41
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.32 11 -12 >660 240 MT20 197/144
(Roof Snow--40.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.70 11 -12 >303 180 • TCDL 20.0 Rep Stress Ina YES WB 0.94 HorTL) 0.09 10 n/a n/a
BCLL 0.0 Code IRC2009/TPI2007
BCDL 10.0 (Matrix) Weight 80 lb FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E *Except*
Ti T4 2 X 6 SPF 1650F 1.5E TOP CHORD 7) All bearings ere assumed to be SPF No.2 . •
BOT CHORD 2 X 4 SPF 1650F 1.5E 3- 13=- 1498/329, 3-14 =- 3867/544, 4- 14= -3850/558, 8) Bearing at joint(s) 13, 10 considers parallel to grain value using ANSIITPI 1 angle to
WEBS 2 X 4 SPF Stud `Except' 4- 5=- 3861/567, 5-6=- 3688/574, 6-15 =-367/20. 7- 10= -494/185 grain formula. Building designer should verify capacity of bearing surface.
W5. 2 X 6 SPF 1650F 1.5E, W2: 2 X 4 SPF No.2 BOT CHORD 9) Provide mechanical connection (by others) of truss to bearing plate capable o1 •
BRACING 11- 12=- 709/3771, 10 -11=- 662/3786 withstanding 251 kr uplift at joint 13 and 246 lb uplift at joint 10.
TOP CHORD WEB 10) This truss is designed in accordance with the 2009 International Residential Code
Structural wood sheathing directly applied or 2-5-10 oc purlins, except end verticals. 3- 12=- 491 / 3513. 4-12 =- 678/174, 6-10=-3354/590 sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
BOT CHORD 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES (12) analysis and design of this truss.
l
WEBS 1) Wrd: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B. 12) All Plates 20 Gauge Unless Noted
1 Row at midpt 6 -10 enclosed; MWFRS (bw-rise) gable end zone and C-C Exterior(2) -2 -4-0 to 0-8-0, LOAD CASE(S)
Interior(1) 0-8-0 to 16-4-0, Exterior(2) 16-4-0 to 19-4-0 zone, end vertical left and right Standard
REACTIONS (Ib/size) exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber
13 = 1542/75 -8 (min. 0-2 -7) DOL =1.33 plate grip DOL =1.33 •
10 = 1415/0-5-8 (min. 0-2-4) 2) TCLL: ASCE 7 -05; Pf =40.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.;
Max Horz Ct =1.1 •
13 = 210(LC 8) 3) Unbalanced snow bads have been considered for this design.
•
Max Uplift 4) This truss has been designed for greater of min roof live bad of 20.0 psf or 1.00 times
13 = - 251(LC 6) flat roof load of 40.0 psf on overhangs non-concurrent with other live bads.
10 = - 246(LC 6) 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with
any other live bads.
FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and '
3- 13= 1498/329, 3- 14= -3867/544, 4 -14= 3850/558, 45 =- 3861/567, any other members.
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QB1110010 F3 FLOOR TRUSS 6 1
_ ' ; Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 - -- - - - - 9.350 s Nov 19 20101u1i1ek industries In Thu Nov f 6 _ 10 20
15:52 11 Eaagpe 1'1
ID: AdxaBe3YY0D_ Cf_ v? 3O4aQyRXQn- ei_ DZUfNIy90 )OHK UOByKdfL
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•
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15 -1-0
15 -1-0 ,
Plate Offsets (X Y): [1 Edge,0-0-12] [4 0- 1.8,Edge], [11'.0 -15, Edge], [130- 1- 8,0-0-12], [14:0 -1-8 0-0-12] - _ - - - - - - - - - -
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP
TCLL 40,0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.22 9-10 >800 480 MT20 197/144
TCOL 10.0 Lumber Increase 100 BC 0.70 Vert(TL) -0.36 9 -10 >495 360
BCLL 0 0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.05 8 Ma n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 55 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650E 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code
1
BOT CHORD 4 X 2 SPF 1650E 1.5E sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 4 X 2 SPF No.2
BRACING 4) "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 puffins, except and verticals. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each
BOT CHORD truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
Rigid ceiling directly applied or 10-0 -0 oc bracing. 6) All Plates 20 Gauge Unless Noted •
REACTIONS (Ib/eize) LOAD CASE(S)
12 = 589/0 -3.8 (min. 0-1 -8) Standard
8 = 589/0 -3-8 (min. 0-1-8)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. •
TOP CHORD
2 -3=- 2416/0, 3- 4=- 2416/0, 45 =- 2369/0, 5-6=- 236910 •
BOT CHORD
11- 12= 0/1479,10 -11= 0/2416,9 -10= 0/2416,8 -9= 0/1473
WEBS
6-8=- 1548/0, 2- 12=- 1554/0, 6- 9= 0/947, 2- 11= 0/1014,
4- 9= -361/181
NOTES (6)
1) Unbalanced floor live loads have been considered for this design.
2) All bearings are assumed to be SPF No.2 .
Job -, Truss 'Truss Type Qty :Ply
GB1110010 ,FG1 ' Floor Truss 2 , 1
Job Reference (optional)
Truss Sngineenng Corp., Indian Orchard, MA 61161 T.250 it Nov 101610 KITTek Iiidusiiiii, triC:TtTui:w 10 115.19:62 2011 Page 1
ID:AdxaBe3YY0D_Cf_v?304aQyRXQn-4FS2RRyY0K53VVDprrIQ46SB_HB3n4r9OrriXvYhAyKdct4
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1.5x4 = 3x8 = 1.5x4 11 3x4 = 1.5x4 H 3x6 • 36 = 4x9 = 1.5x4 =
1 20 2 3 4 5 6 8 21 9
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- ...,
18 14 13 12 11 19
3x6 = 4x9 = 1.5x4 !I 3x4 z 4x12 = 3x8 =
14-4-8 1 18-0-0
1 ..
..
14-4-8 3-7-8
Plate Offsets (X,Y) [1 Edge,0-0-12] [4 112 0-1-8,Edgel, [160-1-8,0-0-121 [17 0-1-8,0-0-12]
. .
LOADING (psf) SPACING 1-4-0 ' CSI DEFL in (loc) I/defl Ud PLATES GRIP
,
TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.27 11-12 >787 480 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.53 11-12 >404 360
BCLL 0.0 Rep Stress Incr NO VVB 047 Hor4T1.) 0 06 10 Na Na
BCDL 10.0 Code IRC2009/TPI2007 , (Matrix) Weight 74 Ib FT= 4%F, 10%E
LUMBER
TOP CHORD 4 X 2 SPF 2100F 1.8E NOTES (9)
BOT CHORD 4 X 2 SYP 2850F 2.3E Standard
1) Unbalanced floor live loads have been considered for this design.
WEBS 4 X 2 SPF No.2 Vert 7=-181(B)
2) All bearings are assumed to be SPF No.2 .
BRACING 3) This truss is designed in accordance with the 2009 International Residential Code
TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals
4) "Semi-rigid pttchbreaks with fixed heels Member end fixity model was used in the
BOT CHORD analysis and design of this truss.
Rigid ceiling directly applied or 10-0-0 oc bracing. 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
REACTIONS (lb/size) ends or restrained by other means.
15 = 731/0-3-8 (min. 0-1-8) 6) CAUTION, Do not erect truss backwards.
10 = 841/0-3-8 (min. 0-1-8) 7) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 216 Ib down at 14-4-8 on top chord. The design/selection of such
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
connection device(a) is the responsibility of others.
TOP CHORD 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front
2-3=-3221/0, 3-4=-3221/0, 4-5=-3927/0, 5-6=-3927/0,
(F) or bac* (13).
6-7=-2920/0, 7-8=-2941/0
9) All Plates 20 Gauge Unless Noted
BOT CHORD ,
15-18=0/1922, 14-18=0/1922. 13-14=0/3927, 12-13/3927,
LOAD cAsps)
11-12=0/3741, 11-190/2271, 10-19=0t2271
Standard
WEBS 1) Floor. Lumber Increase=1.00, Plate Increase=1.00
7-11=-311/0, 2-15=-2021/0. 6-11=-865/0, 2-14=0/1372,
Unrform Loads (plf)
6-12=-175/417. 4-14=-947/0, 8-10=-2388/0, 8-11=0/914
Vert 18-19=-13, 1-9=-67
Concentrated Loads (Ib)
Job Truss 'Truss Typs -..- _..._ -. 'ply . _.. -.. _ _.- - - _... -. -... -- ___ _. -. -. __
QB1110010 FG2 Floor Truss 1 1 7.250 sIstav 1 2010 7 uas Eriplheenhg Corp., Indian Orchard, MA 01161 ID AdxsiBe3YY0D_Cf 04fl(RXQn- 1ZHp73 r) 8, In 8 8 OHILIboXJO h9 / ppee tlgxyKdc,! •
x4._ 1-44
1 2 1 .5x4 II 3 4M+
— — — — — — — Scale m 1:6.1
!
Ir T1
•
9 W.
•
3 • = o
r .
taii
U410 EACH END FROM FG1
3x6•
•
6 5 4
1.5x4 II 1.5x4 !
•
•
S 1 1-6-8 3 -1-0 •
- 1-5-0 1-6-8 •
Plate Offsets (X,Y): [3•0- 1- 8,Edge]
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Ud PLATES GRIP
•
TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.00 5 >999 480 MT20 197/144 •
TCDL 100 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 5 >999 360
•
•
BCLL 0.0 Rep Stress Ina NO WB 0.09 Horz(TL) 0.00 4 N a Na •
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight. 12 Ib FT = 4 %F, 10 %E
LUMBER
•
TOP CHORD 4 X 2 SPF 1650E 1.5E 4) "Semi -rigid pftchbreaks with fixed heels" Member end fixity model was used in the •
B
•
OT CHORD 4 X 2 SPF 1650F 1.5E
WEBS 4 X 2 SPF No.2 analysis and design of this truss.
BRACING 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each
TOP CHORD truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
Structural wood sheathing directly applied or 3-1-0 oc pudins, except end verticals. ) 6 a restrained by other means.
SOT CHORD 6) AlAll Plates 20 Gauge Unless Noted •
Rigid ceiling directly applied or 10 -0-0 oc bracing. LOAD CASES) •
Standard
REACTIONS (lb/size)
6 193/Mechanical 1) Floor Lumber Increase =1.00, Plate Increase =1.00
Uniform - 6 = -20, 1 Loads (pl
4 = 225/Mechanical =
Vert 4.3= -100
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Concentrated Loads (Ib)
TOP CHORD Vert: 3 = -32 2 = -32
1 -2 =- 286/0, 2-3= -286/0
WEBS
15/310. 3-5=0/310
NOTES (6)
1) All bearings are assumed to be SPF No.2 . •
2) Refer to girder(s) for truss to truss connections.
3) 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.
•
,........ .. ..
Job • Truss I Truss Type 'Qty Ply •
. .
r .
QB1110010 i F2 Floor Truss 2 1 1 :
• . . ,
Job Reference (optional"
Truss Engineering Corp., Indian Orchard, MA 01151 7.20s Nov 19 2010 MiTek Industries, Inc, Thu Nov 10 1015:23 2011 Page 1
ID:AdxaBe3YY0D_Cf v?304a0yRXQn-_71GUZIBa2V8IZZIN/p?jkFIceAvPeGvQ9PyMSUNyKdfoi
0-4-0
6x6— 3x4 —
1 2-0-0 2 3 1.6x1 I I 1-0-12
F 4
H 9 71- 1 3
1 I Scale - 1:7.3i
11 1 7
•
.•
I . A •
--____
8
_
/1 --_, .._, ___
'
_____ _
. .
PI -1
__
( ____
-__ . ..„.
,, 4 .
...; BL1 1.5x4 =_
2 \
....
d • , .
. ,, ,,„- I •
'v _____ . ... .,
_.. _
1 --- I Z' 4 1
1 L
- ,
.„, •
•
3x8 =
7 6
3x4 = .
1 0-4-8 2-4-0 3-9-4
0-4-8 1-11-8 1-5-4
Plate Offsets (X,Y): [40-1-8,Edgej, [00-1-8,0-0-121 .. _ .
• . .. ., .,
LOADING (psf) SPACING 1-4-0 • CSI DER_ in (too) 1/dell Ltd PLATES GRIP
TCLL 40.0 Plates Increase 1.00 .
• TC 0.07 Vert(LL) -0.00 7 >999 480 • MT20 197/144 '
TCOL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.09 7 , 439 360
•
BCLL 0.0 . Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 Na n/a •
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 16 lb FT' 4%F, 10%E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not
BOT CHORD 4 X 2 SPF 1650F 1.5E
exceed 0.500in.
VVEBS 4 X 2 SPF No.2
6) CAUTION, Do not erect truss backwards.
BRACING
TOP CHORD 7) All Plates 20 Gauge Unless Noted
Structural wood sheathing directly applied or 3-9-4 oc purlins, except end verticals.
LOAD CASE(S)
BOT CHORD Standard
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
5 = 128/0-3-8 (min. 0-1-8)
1 = 132/0-3-8 (min. 0 •
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES (7)
1) All bearings are assumed to be SPF No2 . '
2) This truss is designed in accordance with the 2009 International Residential Code •
sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1.
3) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the
analysis and design of this truss. •
4) 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. •
•
•
....
Job _._.. 'Trues Truss Type .'.sty i ply -
QB1110010 F1 FLOOR TRUSS '40 1 •
•
•
•
Job Reference {optional), Y _ _ g J021 8 2011 Page 1y
Trues Engineering Corp., Indian orchard, N1A 01151 - - - - - - - - - - — -- - - TIM 19 2010 MITek Industries,' G0/ Thu Nov v 10 10 10:14:: 28 2011 Pa ppee 1
•
ID:AdxaBe3W0D_Cf_v73O4a0 RXOn -99n 4cQoXJDPobo LTMwFIs
0 -1-8
Scale a 1:22.7
1.5x4 11 1.5x4 11
•
1.5x4 -__ 3x8 == 1.5x4 11 3x4 _ 1.5x4 I 3x6 _ 1.5x4 !I 3x8 = 1.6x4 ==
•
1 2 3 4 5 6 7 8 9
qh 17
6 /
i' 1
�- r
14 13 12 11 1
3x8 _.= 4x9 - 1.5x4 11 3x4 =_ 4x9 -- 3x6 __,
•
18 -0-0
18 -0-0
Plate Offsets (X,Y): [1:Edge,0 -O -121 14 0- 1 -0,EdgeL [12 0-1-8 Edge], [16 0- 1-8,0-0-12] [17:0.180-0-12] - - - - - - - - - - - -
LOADING (psf) SPACING 1 40 CSI DEFL in (loc) /deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.32 12 >671 480 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vart(TL) -0.56 12 >381 360
BCLL 0.0 Rep Stress Ina YES WB 0.38 Horz(TL) 0.08 10 rile n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 67 lb FT = 4 %F, 10 %E
• LUMBER .. •
.
TOP CHORD 4 X 2 SPF 1650E 1.5E NOTES (6)
BOT CHORD 4 X 2 SPF 1650F 1.5E
WEBS 4 X 2 SPF No.2 1) Unbalanced floor live loads have been considered for this design.
BRACING 2) All bearings are assumed to be SPF No.2 .
TOP CHORD 3) This truss is designed in accordance with the 2009 International Residential Code
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
BOT CHORD 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
Rigid ceiling diredly applied or 10-0-0 oc bracing. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each
REACTIONS (Iola ze) truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
15 = 706/0-3-8 (min. 0-1-8) ends or restrained by other means. •
10 = 706/0-3-8 (min 0-1 -8) 6) All Plates 20 Gauge Unless Noted
•
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Tess except when shown. LOAD CASE(S) •
•
TOP CHORD Standard
•
2 -3 =-3033/0, 3-4=-3033/0, 45= 3563/0, 5-6=-3563/0,
6-7=-3034/0, 7-8=-3034/0
BOT CHORD
14-15= 0/1820,13 -14= 0/3563,12 -13 -0/3563,11 -12= 0/3542,
10-11 =0/1821
WEBS •
8-10 =- 1914/0,2 -15 =- 1913/0,8 -11= 0/1282,2 -14= 0/1281,
6- 11= 537/0,4 -14 =- 719/0,6 -12 =- 204/295
•
C ;
/ BOTTOM CHORD 8 =AR1 \G
2x BF \J
Is 0 / 1
1% • 1 "47 SUPPORTI \G
STR.,CTUR-
--
28 -06 -12
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27 -05 -04 27 -09 -00
of
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i
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1 '
15 -01 -00 �,
.,
o as
,
O
c o
0
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2�2)' ch
FG2
0
F 1 c? ,
F 125 c7 C� — o
04 i
O ,
■ O
O
' 33 -02 -08 1, o
T.— r— N-- 1 � Job Number '
. . , <_ - C M u .. -H " . .. ., .. U 'quote Number - . -,.. _ . - _�_i to Num
Drawn By. Brian Tetreault
Name' DAVID FAYTELL 8 DANI PERS.
28 -03 -00 27 -09 -00
- -- - - Lj obeite.111 STRAW AVENUE
NORTHAMPTON AAA
56 -00 -00
ENGINEERIN
CORP. RA1iC1 a,
r, iouFry.1► rail ►s
4
k ECEIVED PRINK N: 0/11 PAG 1
// AdiAri:/1 C E _ _ _
! 4 201 a I QUOTE # QB 111001
111
I a . � I
C)
r !�►'� ' DATE QUOTED:11 /10/11
`' ' _ FBU`LDI c W ST' VALID UNTIL: 12/08/11
v.-4 oi, _;a t,e N PO BOX 51027
r40. INDIAN ORCHARD, MA 01151 Job: DAVID FAYTELL & DANI PERS
MANUFACTURERS OF ROOF & FLOOR TRUSSES 111 STRAW AVENUE
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456-0187 NORTHAMPTON, MA
Quote To:Hamshaw Lumber - Orange Requested By: CHIP FARNUM
68 New Athol Road P.O. Box 650
Orange, MA 01364 Quoted By: Brian Tetreault
Attn: CHIP FARNUM
Phone: (978) - 544 -8211
SPECIAL INSTRUCTIONS:
*BASED ON PLANS DATED 10/6/2011 AND REQUESTED CHANGES.
*FULL APPROVAL REQUIRED TO MAKE SURE ALL DETAILS AND WALL HEIGHTS ARE CORRECT.
AG rcLL -rca ecu eca STRESS iNCR
ROOF TRUSSES IN aoo scu..-ca
.. i 5 TR USS SPACING 24.0 IN. O.C. (TYP.) LAYOUTBRT 11/10/11 ' QTY PITCH I TYPE BASE 0/A I LUMBER OVR HG CANT I I HEIGHT I WEIGHT
PLY TOP I BOT TRUSS ID SPAN SPAN TOP BOT _ LEFT RIGHT
s MONOPITCH 02 -04-00 01 -04-00
.r'y' 19 3.50', 3.50 M1 18-00-00 18 -00-00 2 X 4:2 X 4 07 -01 -11 79
MONOPITCH 01 -04-00 02 -04-00
11 3.50' 3.50' M1A 18 -00-00 18 -00-00 2 X 4 2 X 4 07 -05 03 79
Monoptch 00 - 08
' M2 12 -00-00 12 -00-00 2 X 4 2 X 4 05 47
•
r" " m 7 3.50 3.50 MONOPITCH 00-08-00 06 -00-00
cs'
' 9 3.50 3.50 M3 12 -00-00 12 -00 -00 2 X 4 2 X 4 06 -00-00 06 - 09 - 00 71
LOADING rcurco�ec -eco STRESS irrcR P.
FLOOR TRUSSES INFORMATION 40.0,10.0,0.0,10.0 1.00 (TYP.) LAYOUTBRT 11/10/11
FLOOR IQTY` TRUSS ID DEPTH I BASE 0/A END TYPE CANTILEVER STUB FLOOR TRUSS SPACING: 16.0 IN. O.C. I UNIT
PROFILE PLY SPAN SPAN LEFT RIGHT LEFT RIGHT LEFT RIGHT WEIGHT
40 F1 01 - 00 - 00 18 -00-00 18 -00-00 c 3 66
' =' am s 2 F2 01 - 00 - 00 03-09 -04 03 -09-04 m 3 16
--y-- 6 F3 01 - 00 - 00 15 15 -01 -00 c 3 54
...1.7-.-...a...1,:,... - rc 2 FG1 01-00 -00 18 -00-00 18 -00-00 c 3 74
FG2 00-09-00 03-01 -00 03-01 -00 c 3 12
ITEMS
QTY I ITEM TYPE SIZE LENGTH NOTES '
FT -IN-16 J
2 Floor Hangers U410 LIGHT DUTY FACE MOUNT FLOOR TRUSS HANGER (4X8) -
161 IN SPF / 1860# IN DF /SYP