HomeMy WebLinkAboutTRUSSES - 07-00359 - 792 Johnson St - New SFR%NW
792 Johnson-3na►ce raver Homes
1881
9-1-2
s Jul 1
6-2-7 11-4-7 17-3-12 23-3-1 28-5-1 34-7-8 36-1-8
6-2-7 5-1-15 5-11-5 5-11-5 5-1-15 6-2-7 1-6-0
scd.-v
6
ma
9nt = 34 =
9-1-2 9-1-2 9-1-2
9-2-8 17-9-4 25-5-0 34-7-8
9-2-8 8-6-12 7-7-12 9-2-8
LOADING; (psf)
SPACING
2-0-0
CS!
DEFL in (loc) t/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.66
Vert(LL) -0.14 9-11 >999 360
NMI) 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.53
Vert(TL) -0.34 9-11 >593 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.99
Horz(TL) 0.02 13 n/a nta
BCDL 8.0
Code IRC20031TP12002
(Matrix)
IWind(LL) 0.07 1.15 >999 240
Weight: 129lb
LUMBER
BRACING;
TOP CHORD 2 X 4 SPF No.2
TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing.
WEBS . 2 X 4 SPF Stud
WEBS 1 Row at midpt 4-13.5-13
REACTIONS (Ib/slze) 14WO-5-8.13-24160-3-13 (input: 0-3-8), 9a659/0-5-8
Max Horz 1 a-128(load case 6)
Max Uptinl a-125(load rase 5), 13-399(loadcase 5), 9-228(load case 6)
Max Grav 1471(load case 9).13-2416(load case 1). 9-785(load case 10)
FORCES (Ib) - Maximum CompressioNMaximum Tension
TOP CHORD 1-2a-1071/210, 2-3a-649/142, 3.4=---491/168, 4-5— 75/880, 5-6 -7&M, 6.7a 343/275, 7-8a-501/249, 8-9a-934/215, 9-10-z /
BOT CHORD 1-15=-208/920,14-15a 254/292,13-14a-25M292,12-13a-348/172,11-12-348/172, 9-11_147/770
WEBS 2-15a-536t228, 4-15=-681557, 4-13=-963/293, 5-13-116&M. 6-13=-902/277, 6.11a-57/523, S-11-518/212
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.02; 90mph; h-25f ; TCDLa4A)O; BCDLa4.80; Category il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOLa1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other We loads.
4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
5) WARNING: Required bearing size at joint(s)13 greater than Input bearing size.
6) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 125 lb uplift at joint 1, 399 lb uplift at joint 13 and 228 lb uplift at joint 9.
7) This truss Is designed In acoordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1
Job Truss
Type
Oty
Ply
RIVER HOMES-1200
1881 Al SPECIAL
7
1
Job Reference (optional)
Summit Truss, St Anthony, ID, MarkjMnurn 6.300 s Jul 11 2006 MITek Industries, Inc. Tue Aug 07 0923:11b2M Page 1
-1-6-0 5-1-0 11-3-15 17-3-12 23-8-6 28-6-2
34-7-8 6-1-
1-6-0 5-1-0 6-2-15 5-11-13 6-4-10 4-9-12
6-1-6 1-6-0
awe - IS9.
6r8 =
b.00 t2 b
me i
W4
U4 i
b
7 U4 4*
4 Wb 8
WS
Ss4
21A II 2 9
8
W7
14
84 =
2
Aul
3a1 =
to
1t
250rl 19 12
54 a
s W2 = 2M II
9-1-2
9-1-2
4-7-8 510 14-4-11 23-8-6 28-6-2
34-7-8
4-7-8 0-5-8 9-3-11 9-3-11 4-9-12
6-1-6
Plate Offsets X : 4:0.2-0 Ed 10:0-2-5 E e 13:0.6-0 0.2-4 14:0.4-0 0-3-9
LOADING (pst)
SPACING 2-0-0
CSI
DEFT In (roc) Well Ud
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.90
Vert(LL) -0.21 13-14 >999 360
MT20
197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.79
Vert(TL) -0.5213-14 >682 180
BCLL 0.0
Rep Stress Inc r YES
WB 0.97
Horz(TL) 0.17 10 Na n/a
BCDL 8.0
Code lRC2003/rP12002
(Matrix)
Wind(LL) 0.11 13-14 >999 240
Weight: 133lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Struc heal wood sheathing directly applied or oc
purErrss
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid calls directly6-0-0 oc
aPPti bracing.
WEBS 2 X 4 SPF Stud-Exoepr WEBS 1 Raw at rrddpt 5.15
W2 2 X 4 SPF No.2, W5 2 X 4 SPF No.2
REACTIONS (lb/size) 15.2214/0-5-8,10.1581/0-5.8
Max Horz 16.114poad case 5)
Max UpliftlS.-594(load case 5), 10=-367(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2.W49, 2-3=-477/934, 3 4— 81/875, 4-5-360/980, 5.6-2217/337, 6-7-2392/575, 7-8=-2223/464, 8-9a 23621449, 9-10a-2932/535,10.11-/50
BOT CHORD 2-15=-771/503,14-15-119/1748,13.14� 79/1680,12-13--386r2592,10-12=3W2592
WEBS 3.15-530/240, 5.15a-3133/648, 5-14.W417, 6.14.0/683, 6-13=-307/856, 7-13e-505 6, 9-13=-549/168, 9.12r0/160
NOTES
1) Unbalanced root rive loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=2511; TCDL-4.8psf; BCDL-4.8psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss Is not designed to support a ce ing and is not Intended for use where aesthetics are a consideration.
4) This truss has been designed for a 10.0 psi bottom chord live load noncorxurrent with any other live loads.
5) This truss requires plate Insi*don per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
6) Provide mechanical connedon (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 15 and 367 lb uplift at joint 10.
7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
1881
GABLE
9-1-2
s dui 11
17-3-12 i 34-7-8
17-3-12
4A =
JP. _
34-7-8
17-3-12
scd..
LOADING (psf)
SPACING
2-0.0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.38
Vert(LL) n/a
rda 999
W20 197/1"
TCDL 8.0
Lumber Increase
1.15
BC 0.21
Vert(TL) Na
Na 999
BCLL 0.0
Rep Stress lncr
NO
WB 0.16
Horz(TL) 0.01
17 rda n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight:140 tb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Stnxxural wood sheathing directly applied or 6.0.0 oc purlins.
BOT CHORD 2 X 4 SPF Not
BOT CHORD
Rigid calling directly applied or 10.0-0 oc bracing.
OTHERS 2 X 4 SPF Stud
REACTIONS (ib/size) 1-197/34-7-8, 25=193G4-7-8, 26-203/34-7-8, 27-206/3M7-8, 28-196G4-7-8, 30-237/34-7-8, 31=70P34-7-8, 32-490/34-7-8, 24-20=4-7-8, 23a206134-7-8, 22-196/34.7.8,
20-237/34-7-8,19-7W34-7-8,18.490/34-7-8,170197/34-7-8
Max Horz 1-88(load case 5)
Max Upliitl 23(load case 6). 26--53(load case 5), 27--62(load case 5), 28--57(load case 5), 30--68(ioad case 5), 31--21(load case 5), 32-•142(load case 5), 24--51(load case 6), 23--63(load
case 6), 22- 57(load case 6), 20--68(load case 6),19-21(load case 6),18z-142(load case 6),17--14(load case 6)
Max Grav1-197(Ioad case 1), 25-193(load case 1), 26-211(load case 9), 27=206(load case 1), 28-197(load case 9), 30-237(load case 1), 31=70oad case 9), 32-490(load case 1), 24-211(load
case 10), 23-206(toad case 1). 22-197(load case 10), 20437(load case 1),19-70(load case 10),18-490(load case 1).17-197(load case 1)
FORCES (lb) . Maximum CompressioNMaxlmum Tension
TOP CHORD 1-2--114/73, 2-3--76/70, 3.4-35/88, 4-5--49/110, 5.6--4/116, 6-7--48/142, 7-8=-48/169, 8.9-48/191, 9-10--48/187, 10.11=-48/152,
11-12--48/113,12-13=-4/77,13-14--49/70,14.15=-35/49,15-16--76J3i,16-17-86(73
BOT CHORD 1-32-W101, 31-32_- W101, 30-31-W101, 29-30a0/101, 28-29-0/101, 27-28=01101, 26-27-0/101, 25-26-0/101, 24-25-0/101, 23-24-&101,
22.23-W101, 21-22-W101, 20.21-W101,19.20-0/101,18.19-0/101,17-18-0/101
WEBS 9.25-161/0, 8-26- 17WZ 7-27--173/82, 6.28--168/76, 4-30-193/87, 3-31--82J42, 2-32--373/162,10.24=-179/71, 11-23--173/82,
12-22--168176,14-2D-193f87,15.19--82/42,16-18-�373/162
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDI.-4.8psf; BCDL-4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33.
3) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek *Standard Gable End Detair
4) This thus has been designed for a 10.0 psf bottom lard live load nonconcurrent with any other Eve loads.
5) Ali plates are 2x4 MT20 unless otherwise Indicated
6) This truss requires plate Inspection per the Tooth Count Method when this taus is chosen for quality assurance inspection.
7) Gable requires contimmus bottom chord bearing.
8) Gable studs spaced at 2-M oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at joint 1, 53 Ib uplift at joint 26, 62 Ib uplift at joint 27, 57 Ib
uplift at joint 28, 68 Ib uplift at joint 30.21 Ib uplift at joint 31, 142 Ib uplift at joint 32, 51 Ib uplift at joint 24, 63 lb uplift at joint 23, 57lb uplift at joint 22, 68 Ib uplift at
joint 20, 21 lb uplift at joint 19,142 lb uplift at joint 18 and 14 lb uplift at joint 17.
10) 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.
LOAD CASE(S) Standard
Job
Truss
Type
Qty
Ply
RIVER HOMES-1200
1881
ASC GABLE
t
1
JSMW
Job Reference(optional)
Sumrrdt Truss, St Anthony, ID, Markjd"um 6.300 s Jul 112006 M1Tek Industries, Inc. Tue Aug 07 0923:V& 2607 Page 1
-1-6-0 5-1-0 11-3-15 17-3-12 23-8-6 28-6-2
34-7-8 6-1-
1-6-0 5-1-0 6-2-15 5-11-13 6-4-10 4-9-12
6-1-6 1-6-0
sow.lsa
5_
e
SADfff
tit � S Wt
7 39t
t WS a
W3
3st�
9
3
W7
14
ad
2
�1
3xt =
10
ll
11 a
i2 13 12
Ste= 250 W2=
9-1-2
9-1-2
4-7-8 51110 14-4-11 23-8-6 28-6-2
34-7-8
4-7-8 0-5-8 9-3-11 9-3-11 4-9-12
6-1-6
Plate Offsets MY): : 4:0.2-0 Ed 6:0-1.8 0.0.11 10 0-2-4 Ed a 13:0.6-00-2-4 14:0.4-0 0-3-9 15:0.1-8 0.1-0
LOADING (psf)
SPACING 2-0-0
CS!
DEFL In (loc) Well Ud
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.90
Vert(LL) -0.21 13-14 >999 360
MT20
1971144
TCDL 8.0
Lumber Increase 1.15
BC 0.79
Vert(TL)-0.5213-14 >682 180
BCLL 0.0
Rep Stress Ina YES
WB 0.97
Horz(TL) 0.17 10 n/a We
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Wind(LL) 0.11 13-14 >999 240
WeW:153Ib
UMBER BRACING
TOP CHORD 2 X 4 SPF Not TOP CHORD Structural Wood sheathing directly
pur[ins
BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 6.0-0 bracing.
WEBS 2 X 4 SPF Stud -ExcW WEBS 1 Row at msdpt 5-15
W22X4SPF No2, W52X4SPF No.2
OTHERS 2 X 4 SPF Stud
REACTIONS (lb/size) 16-221405-8,10=1581/0-5-8
Max Horz 15.113(load case 5)
Max Uplift15=-594(bad case 5),10--367(load case 6)
FORCES (lb) - Maximum CompresssoNMaximum Tension
TOP CHORD 1-2-0/49, 2-3=-478/934, 3.4-380/874, 4-5a-359/979, 5.6a-2216/337, 6-7-2391/575, 7.8II-2222/464, 8-9=-2361/449, 9-10— 2930/534,10.11mW50
SOT CHORD 2-15=-771/50Z 14-15-119/1747,13.140-79/1680,12-13Q 386/2590,10-12-386f2590
WEBS 3-16=-530/241, 5-15=-3132(647, 5-14-W417, 6-14-0/682, 6.13-307/856, 7-13=-505226, 9.13=-549/168, 9.12=01160
NOTES
1) UnbaW=d roof We bads have been considered for this design.
2) Wind: ASCE 7.02; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.80; Category 11: Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOLQ1.33.
3) Truss designed for Wind bads In the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detall"
4) This truss is not designed to support a ceding and is not Intended for use where aesthetics are a consideration.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are 2x4 MT20 unless otherwise Indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearfng plate capable of withstanding 694 lb uplift at joint 15 and 367lb uplift at joint 10.
10) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
LOAD CASE(S) Standard
1881
-1-6-0 5-9-14 11-0-0 16-2-2 22-0-0 23-6-0
1-6-0 5-9-14 5-2-2 5-2-2 5-9-14 1-6-0
9-1-2
414 =
7-6-10 14-5-6 22-0-0
7-6-10 6-10-13 7-6-10
9-1-2
LOADING (psf)
SPACING
2-0.0
CS!
DEF1- In (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.40
Vert(LL) -0.11 B-10 >999 360
Mr20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.60
Vert(TL) -0.22 2-10 >999 180
BCLL 0.0
Rep Stress lncr
YES
WB 0.26
Fbrz(TL) 0.07 6 n/a n/a
BCDL 8.0
Code IRC2003rrP12002
(Matrix)
Wind(I-L) 0.06 8-10 >999 240
Weight: 75 b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purl€ns.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
WEBS 2 X 4 SPF Stud
REACTIONS (lb/size) 2-1252/0-5.8, 6a125210.5.8
Max Horz 2="Ioad case 5)
Max Uplift2-291(load case 5), 6-291(badcase 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2-0/50, 2-3--2137/370, 3-4--1848rM4, 4.5--1849/344, 5.6--2137/370, 6-7-M
BOT CHORD 2-10--321/1873, 9.10¢143/1288, 8-9a-143/1288, 6.8-241/1873
WEBS 3-10=-445/193, 4-10-103/597, 4-8--104/597, 5-8=-445/193
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.02; 90rrrph; h-25tt; TCDLn4.8psf; BCDL-4.8psh, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load noncmcurrent with any other live bads.
4) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 291 lb, uplift at joint 2 and 291 lb uplift at joint 6.
6) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
s
1881 IB1
2
s Jul 11
5-7-4 11-0-0 16-4-12 22-0-0
5-7-4 5-4-12 5-4-12 5-7-4
5* a
- 4. an = = = SIB n eel a
9-1-2
9-1
5-7-4 11-0-0 16-4-12 22-0-0
5-7-4 5-4-12 5-4-12 5-7-4
LOADING OW)
SPACING
2-0-0
CS1
DER. In Voc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.94
Ved(LL) -0.25
7-9 >999 360
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.85
Vert(TL) -0.42
7-9 >619 180
BCLL 0.0
Rep Stress Incr
NO
WB 0.64
Horz(TL) 0.10
5 rVa rda
BCDL 8.0
Cade IRC2003/TP12002
(Matrix)
Wind(LL) 0.14
7-9 >999 240
Weight:192 b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-4-13 oc purlins.
BOT CHORD 2 X 6 DF SS
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud-Excepr
W3 2 X 4 SPF No2
REACTIONS (Ib/size) 1-5493/0.5.8, 5=5493/a5-8
Max Horz 1-57(bad case 5)
Max Uplift1--1169(load case 5), 5-1169(load case 6)
FORCES (lb) - Maximum CampressionNaximum Tension
TOP CHORD 1-2--10934/2312, 2-3--7483/1599, 3.4--7483/1599, 4-5--10934/2313
BOT CHORD 1-9--2131/10004, 8-9--2131/10004, 7-8- 2131/10004, 6.7--2074/100i}4, 5.6--2074/10004
WEBS 2-9-438/2292, 2-7a-3493/825, 3-7Q 1071/5184, 4-7--3493(826, 4.6--438► M
NOTES
1) 2-ply truss to be connected together with 10d (0.131'x3') naffs as follows:
Top chords connected as follows: 2 X 4 - 1 raw at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0.9-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9.0 oc.
2) All bads are considered equally applied to all piles, except If noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B). unless otherwise indicated.
3) Unbalanoed root live loads have been considered for this design.
4) Wind: ASCE 7-02; 90mph; h-25ft; TCDL-4.Bpsf; BCDL-4.8psl; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33.
5) This truss has been designed for a 10.0 psf bottom chord live load nonooncuurrent with any other live bads.
6) This truss requires plate inspection per the Tooth Count Method when this muss is chosen for Wily assurance inspectlom
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1169 lb uplift at joint 1 and 1169 tb uplift at joint 5.
8) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUTPI 1.
9) Girder carries de -In span(s):18-0-0 from 040 to 22-0-0
LOAD CASES) Standard
1) Regular: Lumber Increase-1.15, Plate Increase-1.15
Uniform Loads (plf)
Vert: 1-3--86, 3.5--86,1-5--424(F=-408)
1881 1 BG
GABLE
9-1-2
11-0-0 22-0-0
11-0-0
22-0-0
11-0-0
3",
seas..
LOADING (psf)
SPACING 240
CS!
DEFL In poc) Vdefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.33
Vert(LL) n1a
n/a 999
MT20 197/1"
TCDL 8.0
Lumber Increase 1.15
BC 0.18
Vert(TL) n/a
n/a 999
BCLL 0.0
Rep Stress Incr NO
WB 0.08
Horz(TL) 0.00
9 n/a rda
BCDL 8.0
Code IRC2003/rPI21W2
(Matrix)
Weight: 72 ib
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 64W oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud
REACTIONS (Iblsize) 1-185/22-0-0, 9-185/22.0.0,13a180/22-0-0,15=233/22-0-0, 16=92122-0-0,17=453(22-0-0,12=233/22.0-0,11=92/22-0-0,10-4531224)-0
Max Horz 1-54(ioad case 5)
Max Uplift1=-23(lced case 6), 9--27(load case 6),15--66(load case 5),16--28(ioad case 5),17— 131(load case 5),12--65(load case 6),11 29(ioad case 6), 10--131(load case 6)
Max Grav 1case 10load case 1), 9-185(foad case 1),13-180poad case 1), 15-240(load case 9),16--W(load case 1), 17-454(load case 9), 12-24((load case 10), 1 1=92(load case 1), 10-454(Ioad
FORCES (lb) - Maximum Cornpression/Maximum Tension
TOP CHORD 1-2--80/68, 2-3--70(72, 3.4=-35/92, 4-5--491117, 5-6-49/113, 6-7--35/73, 7-8-70/47, 8-9--80/68
BOTCHORD 1-17-W61,16-17=D/61,15-16=OBI,14-15-0/61,13.14-0/61,12-13=0/61,11-12-W61,10-11=0/61, 9-10=0/61
WEBS 5-13--153/0, 4-15--19M 3.16 97/49, 2-17--346/150, 6-12--198/83, 7-11--97/50, 8-10--346/150
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.02; 90mph; h-25ft; TCDL-4.8psf; BCDL-4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33.
3) 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"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise Indicated.
6) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at joint 1, 27 lb uplift at joint 9, 66 lb uplift at joint 15, 28 Ib
uplift at joint 16,131 lb uplift at joint 17,65 lb uplift at joint 12, 29 ib uplift at joint 11 and 131 lb uplift at joint 10.
10) 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.
LOAD CASE(S) Standard
z . s
1881 IC IHOWE 17 1 1
s
-1-6-0 7-9-14 15-0-0 22-2-2 30-0-0 31-6-0
1-6-0 7-9-14 7-2-2 7-2-2 7-9-14 1-6-0
scdo -1:
.m =
s.00f iT s
...= su= eu=
9-1-2 9-1-2
10-0-0 20-0-0 30-0-0
10-0-0 10-0-0 10-0-0
LOADING (psi)
SPAaNG 2-0.0
CSI
DtR In (loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.97
Vert(LL) -0.24 8-10 >999 360
MT20 197/144
TCDL &0
Lumber Increase 1.15
BC 0.97
Vert(TL) -0.59 8-10 >W5 180
BCLL 0.0
Rep Stress Inca YES
WB 0.39
Horz(TL) 0.13 8 We We
BCDL 8.0
Code IRC2003ITP12002
(Matrix)
WInd(LL) 0.13 2.12 >999 240
Weight: 102lb,
LUAGM
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD �Sb ceiling directly applied or 2-2-0 oc bracing.
WEBS 2 X 4 SPF Stud
REACTIONS (Ihrsize) 2=i660/0.5-8, &1660/0-5-8
Max Horz 2-101(load case 5)
Max UpIHt2--366(ioad case 5), B-366(load case 6)
FORCES (lb) - Maximum CornpressioNMaximum Tension
TOP CHORD 1-2=0/50, 2.3--3024/535, 3-4.2546/481, 4-5— 2523/505, 5-6--2523/506, 6.7=-2646/481, 7-8--3024/535, 8-9-OW
BOT CHORD 2-12--47&2667,11-12--214/1798,10.11Q-214/1798, 8-10--374/2667
WEBS 3-12: 634/275, 5-12--168/897, 5-10a 168/897, 7-10--634/275
NOTES
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; ha25ft; TCDL-4.8psf; BCDL-4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing We capable of whhsta xkV 366 lb uplift at joint 2 and 366 lb uplift at joint 8.
6) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSl/TP11.
LOAD CASE(S) Standard
1681 I CG
GABLE
9-1-2
15-0-0 i 30-0-0
15-0-0
15-0-0
sm..
U4
30-0-0 ,
30-0-0
LOADING (psi)
SPACING
2-0-0
CS!
DER In (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.33
Vert(LL) n/a
n/a 999
MT20 197/144
TCDL 8.0
Lumber Increase
1.15
BC 0.18
Vert(TL) rVa
Na 999
BCLL 0.0
Rep Stress Ira
NO
WB 0.12
Horz(TL) 0.00
13 nla n/a
BCDL 8.0
Code tRC2003/TP12002
(Matrix)
Weight:113 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
OTHERS 2 X 4 SPF Stud
REACTIONS (lb/sfze) 1-185/30.0-0, 13-185J30.0-0,19-192/30-0.0, 21-206P30-0-0, 22-19aW-", 23=231/30-0-0, 24=92/30-0.0, 25=453/30.0-0,18-206130.0-0, 17a198130-0-0,16-231/30-0-0, 15-92WO
,14-453/30.00
Max Horz 1-76(load case 5)
Max t.lplift1--22(load case 6). 13-16(load case 6), 21a-56(ioad case 5). 22--60(load case 5), 23--66(load case 5), 24--27(load case 5), 25--132(toad case 5), 18--54(load case 6), 17— 60(load
case 6),16--66(load case 6),15-27(load case 6), 14-132(load case 6)
Max Grav 1-185(foad case 1),13-185(load case 1),19=192(krad case 1), 21w213(load case 9), 22-198(l)ad case 1). 23-232(Ioad case 9), 24-92(load case 1), 25=453(load case 9).18-213(toad
case 10).17-198(load case 1),16-232(Ioad case 10),15-92(load case 1),14_453(load case 10)
FORCES (tb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2-95/68, 2-3=-71/68, 3.4--36/87, 4-5--49/115, 5-6--48/141, 6-7--48/164, 7-8--48/160, 8-9--48/124, 9-10r-49/86,10-11-36/53,11-12--71/34,12-13--81/68
BOT CHORD 1-25-(M, 24-25.0186, 23-24=-0/86, 22-23-0186, 21-22.(M. 20-21-W86,19.20=0/86,18-1g=M, 17-18---(M,16-17-0/86,15.16z(�86,14-15-N86,13-14.GU
WEBS 7-19--16010, 6-21-180/75, 5-22--168/79, 4-23--190185, 3.24-97/48, 2-25--346/150, 8-18-180/73, 9.17-168180, 10-16=-190/85,11-15-97/48,12-14--346/150
NOTES
1) unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h-25ft; TCDLm4.8psf; BCOL-4.8psf; Category II; Exp C; enclosed; MWFRS game and zone; cantlever left and right exposed: end
vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33.
3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Wek "Standard Gable End Detail"
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other M loads.
5) All plates are 2x4 Mf20 unless otherwise indicated.
6) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires condmxw s bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 ib uplift at joint 1, 16 lb uplift at joint 13, 56 lb uplift at joint 21, 60 lb
uplift at joint 22, 66 Lb uplift at joint 23, 27 lb uplift at joint 24,132 lb uplift at joint 25, 54 lb uplift at joint 18, 60 lb uplift at joint 17, 66 lb uplift at joint 18, 27 lb uplift at
joint 15 and 132 lb uplift at joint 14.
10) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSVTPI 1.
LOAD CASE(S) Standard